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Specifications (16) rws-t- -2_0k oo q 7 0(060 RECEIVED ALAN DEC 2 9 2016 Imo'OF TIGARD III DIVISION DESIGN ASSOCIATES, INC. OPTION PLAN 22122B FOR Peterman-Mitchell RESIDENCE GRAVITY LOADS BASED TO AF&PA NDS-12 FLOOR - 40# LIVE, 10# DEAD ROOF - 25# SNOW 17# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING - 20# LIVE, 10# DEAD DECKS - 40# LIVE, 10# DEAD EXITS/STAIRS - 100# TOTAL LOAD BEAM CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.REED ST. SUITE 100. PORTLAND,OR. 97210 Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page 1111111 Larry Widdifield Location:H1-SMALL HIPS OVER BR.3 StruCalc 9.0 Multi-Loaded Multi-Span Beam Ea 2187 NW Reed St,Suite 100 o' [2015 International Building Code(2012 NDS)] Portland,OR 97210 1.5 IN x 13.25 IN x 6.17 FT (Actual 7.1 FT) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM Section Adequate By: 728.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 79 lb 158 lb Dead Load 77 lb 139 lb Total Load 156 lb 297 lb Bearing Length 0.17 in 0.32 in BEAM DATA Center Span Length 6.17 ft Unbraced Length-Top 0 ft A -- 6.17 ft -- g Unbraced Length-Bottom 6.17 ft Beam End Elevation Difference 3.53 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 4 plf Base Values Adjusted Total Uniform Load 4 plf Bending Stress: Fb= 900 psi Fb'= 810 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 CF=0.90 Load Number One Shear Stress: Fv= 180 psi Fv'= 180 psi Left Live Load 0 plf Cd=1.00 Left Dead Load 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Right Live Load 77 plf Comp.l to Grain: Fc-1= 625 psi Fc-1-'= 625 psi Right Dead Load 52 plf Controlling Moment: 357 ft-lb Load Start 0 ft 3.515 Ft from left support of span 2(Center Span) Load End 6.17 ft Load Length 6.17 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -152 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 5.3 in3 43.89 in3 Area(Shear): 1.27 in2 19.88 in2 Moment of Inertia(deflection): 5.6 in4 290.78 in4 Moment: 357 ft-lb 2963 ft-lb Shear: -152 lb 2385 lb NOTES Project: 22122B-MITCHELL-PETERMAN(COMP ROOF) page El Larry Widdifield Location:H4-LOWER END OF H3 OVER GARAGE StruCalc 9.0 Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] } Portland,OR 97210 1.75 IN x 14.0 IN x 14.83 FT (Actual 17.2 FT) 1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM Section Adequate By: 146.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN L/1151 Dead Load 0.16 in Total Load 0.34 IN L/612 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 460 lb 919 lb Dead Load 427 lb 788 lb Total Load 887 lb 1707 lb Bearing Length 0.68 in 1.30 in BEAM DATA Center Span Length 14.83 ft Unbraced Length-Top 0 ft A 14.83 ft Unbraced Length-Bottom 14.83 ft Beam End Elevation Difference 8.72 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 1.9E Microllam-iLevel Trus Joist Beam Self Weight 8 plf Base Values Adiusted Total Uniform Load 8 plf Bending Stress. Fb= 2600 psi Fb'= 2546 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=9.00 CF=0.98 Load Number One Shear Stress: Fv= 285 psi Fv'= 285 psi Left Live Load 0 plf Cd=1.00 Left Dead Load 0 plf Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Right Live Load 186 plf Comp.1 to Grain: Fc- L= 750 psi Fc---'= 750 psi Right Dead Load 126 plf Controlling Moment: 4925 ft-lb Load Start 0 ft 8.456 Ft from left support of span 2 (Center Span) Load End 14.83 ft Load Length 14.83 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1218 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 23.21 in3 57.17 in3 Area(Shear): 6.41 in2 24.5 in2 Moment of Inertia(deflection): 157.02 in4 400.17 in4 Moment: 4925 ft-lb 12129 ft-lb Shear: -1218 lb 4655 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 111111page Larry Widdifield / , Location: H3-HIP OVER MID BONUS StruCalc 9.0 Multi-Loaded Multi-Span Beam Ell 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] r _Portland,OR 97210 1.75 IN x 14.0 IN x 15.5 FT (Actual 18 FT) ryet 1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM Section Adequate By: 71.9% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.28 IN L/768 Dead Load 0.24 in Total Load 0.52 IN L/413 Live Load Deflection Criteria: Li360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 695 lb 1196 lb Dead Load 618 lb 1013 lb Total Load 1313 lb 2209 lb Bearing Length 1.00 in 1.68 in BEAM DATA Center Span Length 15.5 ft Unbraced Length-Top 0 ft A 15.5 ft B Unbraced Length-Bottom 15.5 ft Beam End Elevation Difference 9.13 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 1.9E Microllam-iLevel Trus Joist Beam Self Weight 8 plf Base Values Adjusted Total Uniform Load 8 plf Bending Stress: Fb= 2600 psi Fb'= 2546 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 CF=0.98 Load Number One Two Shear Stress: Fv= 285 psi Fv'= 285 psi Left Live Load 0 plf 25 plf Cd=1.00 Left Dead Load 0 plf 17 plf Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Right Live Load 97 plf 122 plf Comp.-I-to Grain: Fc--L= 750 psi Fc-1'= 750 psi Right Dead Load 66 plf 83 plf Controlling Moment: 6931 ft-lb Load Start 0f 0 ft Load End 15.5 ft 15.5 ft 8.677 Ft from left support of span 2(Center Span) Load Length 15.5 ft 15.5 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1591 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 32.67 in3 57.17 in3 Area(Shear): 8.37 in2 24.5 in2 Moment of Inertia(deflection): 232.76 in4 400.17 in4 Moment: 6931 ft-lb 12129 ft-lb Shear: -1591 lb 4655 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page EN Larry Widdifield Location: H5-SMALL HIPS OVER BONUS StruCalc 9.0 Multi-Loaded Multi-Span Beam IBM 2187 NW Reed St.Suite 100 /of [2015 International Building Code(2012 NDS)] Portland,OR 97210 1.5 IN x 13.25 IN x 6.0 FT (Actual 7 FT) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM Section Adequate By: 773.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 77 lb 154 lb Dead Load 75 lb 136 lb Total Load 152 lb 290 lb Bearing Length 0.16 in 0.31 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top O ft A 6ft Unbraced Length-Bottom 6 ft Beam End Elevation Difference 3.53 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 4 plf Base Values Adjusted Total Uniform Load 4 plf Bending Stress. Fb= 900 psi Fb'= 810 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 CF=0.90 Load Number One Shear Stress: Fv= 180 psi Fv'= 180 psi Left Live Load 0 plf Cd=1.00 Left Dead Load 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Right Live Load 77 plf Comp. L to Grain: Fc-1= 625 psi Fc- L-'= 625 psi Right Dead Load 52 plf Controlling Moment: 339 ft-lb Load Start 0 ft 3.422 Ft from left support of span 2(Center Span) Load End 6 ft Load Length 6 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -147 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 5.02 in3 43.89 in3 Area(Shear): 1.23 in2 19.88 in2 Moment of Inertia(deflection): 5.2 in4 290.78 in4 Moment: 339 ft-lb 2963 ft-lb Shear: -147 lb 2385 lb NOTES page Project:22122B-MITCHELL-PETERMAN(COMP ROOF) Larry Widdifield Location: H6-HIP OVER HALL 1111111 StruCalc 9.0 Multi-Loaded Multi-Span Beam NE 2187 NW Reed St.Suite 100 or [2015 International Building Code(2012 NDS)] a-_ _Portland,OR 97210 1.5 IN x 13.25 IN x 6.75 FT (Actual 7.8 FT) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM Section Adequate By: 127.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/5605 Dead Load 0.01 in Total Load 0.03 IN L/3067 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 351 lb 486 lb Dead Load 294 lb 399 lb Total Load 645 lb 885 lb Bearing Length 0.69 in 0.94 in BEAM DATA Center Span Length 6.75 ft Unbraced Length-Top 0 ft A 6.75 ft B Unbraced Length-Bottom 6.75 ft Beam End Elevation Difference 3.94 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 4 plf Base Values Adjusted Total Uniform Load 4 plf Bending Stress: Fb= 900 psi Fb'= 810 psi Cd=1.00 CF-0.90 TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Three Shear Stress: Fv= 180 psi Fv'= 180 psi Left Live Load 0 plf 63 plf 84 plf Cd=9.00 Left Dead Load 0 plf 43 plf 57 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Right Live Load 84 plf 88 plf 100 plf Comp. L to Grain: Fc- L= 625 psi Fc--L'= 625 psi Right Dead Load 57 plf 60 plf 68 plf Load Start 0 ft 0 ft 4.08 ft Controlling Moment: 1302 ft Ib Load End 6.75 ft 4.08 ft 6.75 ft 3.645 Ft from left support of span 2(Center Span) Load Length 6.75 ft 4.08 ft 2.67 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -504 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 19.29 in3 43.89 in3 Area(Shear): 4.2 in2 19.88 in2 Moment of Inertia(deflection): 22.76 in4 290.78 in4 Moment: 1302 ft-lb 2963 ft-lb Shear -504 lb 2385 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page Larry Widdifield Location: H7-HIPS OVER STAIRS StruCalc 9.0 Multi-Loaded Multi-Span Beam ME 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _Portland.OR 97210 1.5 IN x 13.25 IN x 5.67 FT (Actual 6.6 FT) _ #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM Section Adequate By: 954.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 67 lb 134 lb Dead Load 67 lb 119 lb Total Load 134 lb 253 lb Bearing Length 0.14 in 0.27 in BEAM DATA Center Span Length 5.67 ft 1 Unbraced Length-Top 0 ft A 5.67 ft Unbraced Length-Bottom 5.67 ft Beam End Elevation Difference 3,33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 4 plf Base Values Adjusted Total Uniform Load 4 plf Bending Stress: Fb= 900 psi Fb'= 810 psi Cd=1.00 CF-0.90 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd-1.00 Left Live Load 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 0 plf Right Live Load 71 plf Comp. L to Grain: Fc--1= 625 psi Fc- = 625 psi Right Dead Load 48 plf Controlling Moment: 281 ft-lb Load Start 0 ft 3.234 Ft from left support of span 2(Center Span) Load End 5.67 ft Load Length 5.67 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -124 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 4.16 in3 43.89 in3 Area(Shear). 1.03 in2 19.88 in2 Moment of Inertia(deflection): 4.07 in4 290.78 in4 Moment: 281 ft-lb 2963 ft-lb Shear: -124 lb 2385 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 11111page Larry Widdifield Location:H8-HIPS OVER BR.2 StruCalc 9.0 Multi-Loaded Multi-Span Beam ■■ 2187 NW Reed St.Suite 100 or [2015 International Building Code(2012 NDS)] ___,14 ¢, f:.._Portland.OR 97210 1.5 IN x 13.25 IN x 7.75 FT (Actual 9 FT) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM Section Adequate By: 319.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/9452 Dead Load 0.01 in Total Load 0.02 IN L/4994 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 125 lb 251 lb Dead Load 118 lb 217 lb Total Load 243 lb 468 lb Bearing Length 0.26 in 0.50 in BEAM DATA Center Span Length 7.75 ft Unbraced Length-Top 0 ft A 7.75 ft Unbraced Length-Bottom 7.75 ft Beam End Elevation Difference 4.57 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 4 plf Base Values Adjusted Total Uniform Load 4 plf Bending Stress. Fb= 900 psi Fb'= 810 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 CF=0.90 Load Number One Shear Stress: Fv= 180 psi Fv'= 180 psi Left Live Load 0 plf Cd=1.00 Left Dead Load 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Right Live Load 97 plf Comp.l to Grain: Fc- 1-= 625 psi Fc- = 625 psi Right Dead Load 66 plf Controlling Moment: 706 ft-lb Load Start 0 ft Load End 7.75 ft 4.419 Ft from left support of span 2(Center Span) Load Length 7.75 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -268 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 10.45 in3 43.89 in3 Area(Shear): 2.24 in2 19.88 in2 Moment of Inertia(deflection): 13.97 in4 290.78 in4 Moment: 706 ft-lb 2963 ft-lb Shear: -268 lb 2385 lb NOTES page Project:22122B-MITCHELL-PETERMAN(COMP ROOF) EN Larry Widdifield Location: H9-HIP OVER FAMILY RM. StruCalc 9.0 Multi-Loaded Multi-Span Beam EMI 2187 NW Reed St.Suite 100 0` [2015 International Building Code(2012 NDS)] --` �+ar ...Portland,OR 97210 1.75 IN x 14.0 IN x 15.58 FT (Actual 18.1 FT) 1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM Section Adequate By: 37.2% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN L/608 Dead Load 0.30 in Total Load 0.66 IN L/329 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 942 lb 1355 lb Dead Load 813 lb 1139 lb Total Load 1755 lb 2494 lb Bearing Length 1.34 in 1.90 in BEAM DATA Center Span Length 15.58 ft Unbraced Length-Top 0 ft 15.58 ft - Unbraced Length-Bottom 15.58 ft Beam End Elevation Difference 9.13 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 1.9E Microllam-iLevel Trus Joist Beam Self Weight 8 plf Base Values Adjusted Total Uniform Load 8 plf Bending Stress: Fb= 2600 psi Fb'= 2546 psi Cd=1.00 CF=0.98 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Two Three Left Live Load 0 plf 57 plf 91 plf Cd-1.00 Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Left Dead Load 0 plf 39 plf 62 plf Right Live Load 97 plf 141 plf 106 plf Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Right Dead Load 66 plf 96 plf 72 plf Controlling Moment: 8619 ft-lb Load Start 0 ft 0 ft 13.42 ft 8.567 Ft from left support of span 2(Center Span) Load End 15.58 ft 13.42 ft 15.58 ft Load Length 15.58 ft 13.42 ft 2.16 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1861 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 40.63 in3 57.17 in3 Area(Shear): 9.79 in2 24.5 in2 Moment of Inertia(deflection): 291.74 in4 400.17 in4 Moment: 8619 ft-lb 12129 ft-lb Shear: -1861 lb 4655 lb NOTES page Project:22122B-MITCHELL-PETERMAN(COMP ROOF) Larry Widdifield Location:H10-HIPS OVER MASTER/BATH StruCalc 9.0 Multi-Loaded Multi-Span Beam IIIIII 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] Portland,OR 97210 1.75 IN x 14.0 IN x 16.58 FT (Actual 19,2 FT) 1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM Section Adequate By:63.0% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.32 IN L/733 Dead Load 0.27 in Total Load 0.59 IN L/391 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A_ B_ Live Load 578 lb 1155 lb Dead Load 529 lb 984 lb Total Load 1107 lb 2139 lb Bearing Length 0.84 in 1.63 in BEAM DATA Center Span Length 16.58 ft Unbraced Length-Top 0 ft A 16.58 ft Unbraced Length-Bottom 16.58 ft Beam End Elevation Difference 9.75 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 1.9E Microllam-iLevel Trus Joist Beam Self Weight 8 plf Base Values Adjusted Total Uniform Load 8 plf Bending Stress: Fb= 2600 psi Fb'= 2546 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 CF=0.98 Load Number One Shear Stress: Fv= 285 psi Fv'= 285 psi Left Live Load 0 plf Cd=1.00 Left Dead Load 0 plf Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Right Live Load 209 plf Comp.1 to Grain: Fc- = 750 psi Fc- = 750 psi Right Dead Load 142 plf Controlling Moment: 6888 ft-lb Load E 0 ft 9.448 Ft from left support of span 2(Center Span) Load Enndd 16.58 ft Load Length 16.58 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1525 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 32.47 in3 57.17 in3 Area(Shear): 8.03 in2 24.5 in2 Moment of Inertia(deflection): 245.5 in4 400.17 in4 Moment: 6888 ft-lb 12129 ft-lb Shear: -1525 lb 4655 lb NOTES • page Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 1111111 Larry Widdifield Location: H11-HIPS OVER REAR PORCH StruCalc 9.0 Multi-Loaded Multi-Span Beam �■ 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] ; �: Portland,OR 97210 1.75 IN x 14.0 IN x 14.83 FT (Actual 17.2 FT) 1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM Section Adequate By: 146.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN L/1151 Dead Load 0.16 in Total Load 0.34 IN L/612 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 460 lb 919 lb Dead Load 427 lb 788 lb Total Load 887 lb 1707 lb Bearing Length 0.68 in 1.30 in BEAM DATA Center Span Length 14.83 ft - Unbraced Length-Top 0 ft A 14.83 ft Unbraced Length-Bottom 14.83 ft Beam End Elevation Difference 8.72 ft Live Load Duration Factor 1.00 - Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 1.9E Microllam-iLevel Trus Joist Beam Self Weight 8 plf Base Values Adiusted Total Uniform Load 8 plf Bending Stress. Fb= 2600 psi Fb'= 2546 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 CF=0.98 Load Number One Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Left Live Load 0 plf Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Left Dead Load 0 plf Right Live Load 186 plf Comp.-I-to Grain: Fc-1= 750 psi Fc-1'= 750 psi Right Dead Load 126 plf Controlling Moment: 4925 ft-lb Load Start 0 ft 8.456 Ft from left support of span 2(Center Span) Load End 14.83 ft Load Length 14.83 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1218 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 23.21 in3 57.17 in3 Area(Shear): 6.41 in2 24.5 in2 Moment of Inertia(deflection): 157.02 in4 400.17 in4 Moment: 4925 ft-lb 12129 ft-lb Shear: -1218 lb 4655 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) III. page Larry Widdifield / , Location:V1-VALLEY OVER OFFICE 9.0 Multi-Loaded Multi-Span Beam iii 2187 NW Reed St.Suite 100 0" [2015 International Building Code(2012 NDS)] ¢,a Portland.OR 97210 1.75 IN x 14.0 IN x 14.83 FT (Actual 17.2 FT) 1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM Section Adequate By: 102.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.22 IN L/931 Dead Load 0.19 in Total Load 0.41 IN L/500 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 623 lb 1083 lb Dead Load 556 lb 917 lb Total Load 1179 lb 2000 lb Bearing Length 0.90 in 1.52 in BEAM DATA Center Span Length 14.83 ft Unbraced Length-Top 0 ft A 14.83 ft B Unbraced Length-Bottom 14.83 ft Beam End Elevation Difference 8.72 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 1.9E Microllam-iLevel Trus Joist Beam Self Weight 8 plf Base Values Adjusted Total Uniform Load 8 plf Bending Stress. Fb= 2600 psi Fb'= 2546 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 CF=0.98 Load Number One Two Shear Stress: Fv= 285 psi Fv'= 285 psi Left Live Load 0 plf 22 plf Cd=1.00 Left Dead Load 0 plf 15 plf Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Right Live Load 93 pif 115 plf Comp.-1-to Grain: Fc-1= 750 psi Fc-1'= 750 psi Right Dead Load 63 plf 78 plf Controlling Moment: 5988 ft-lb Load E 0 ft 0 ft 8.301 Ft from left support of span 2(Center Span) Load Enndd 14.83 ft 14.83 ft Load Length 14.83 ft 14.83 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1440 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 28.22 in3 57.17 in3 Area(Shear): 7.58 in2 24.5 in2 Moment of Inertia(deflection) 192.25 in4 400.17 in4 Moment: 5988 ft-lb 12129 ft-lb Shear: -1440 lb 4655 lb NOTES page Project:22122B-MITCHELL-PETERMAN(COMP ROOF) Larry Widdifield Location:V2-UPPER END OF V1 OVER HALL mi StruCalc 9.0 Multi-Loaded Multi-Span Beam NE 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] ___4400_,..-,az...Portland,OR 97210 1.75 IN x 14.0 IN x 8.83 FT (Actual 10.2 FT) 1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM Section Adequate By:678.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/6154 Dead Load 0.02 in Total Load 0.04 IN L/3248 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 243 lb 476 lb Dead Load 231 lb 414 lb Total Load 474 lb 890 lb Bearing Length 0.36 in 0.68 in BEAM DATA Center Span Length 8.83 ft Unbraced Length-Top 0 ft A 8.83 ft B Unbraced Length-Bottom 8.83 ft Beam End Elevation Difference 5.19 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 1.9E Microllam-iLevel Trus Joist Beam Self Weight 8 plf Base Values Adjusted Total Uniform Load 8 plf Bending Stress. Fb= 2600 psi Fb'= 2546 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 CF=0.98 Load Number One Two Three Shear Stress: Fv= 285 psi Fv'= 285 psi Left Live Load 0 plf 0 plf 84 plf Cd=1.00 Left Dead Load 0 plf 0 plf 57 plf Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Right Live Load 56 plf 84 plf 97 plf Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Right Dead Load 38 plf 57 plf 66 plf Controlling Moment: 1558 ft-lb Load Start Oft Oft 6_75 ft 5.035 Ft from left support of span 2(Center Span) Load End 8.83 ft 6.75 ft 8.83 ft Load Length 8.83 ft 6.75 ft 2.08 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -540 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 7.34 in3 57.17 in3 Area(Shear): 2.84 in2 24.5 in2 Moment of Inertia(deflection): 29.57 in4 400.17 in4 Moment: 1558 ft-lb 12129 ft-lb Shear: -540 lb 4655 lb NOTES Project:221228 MITCHELL PETERMAN(COMP ROOF) page 1111111 Larry Widdifield Location:V3-VALLEY OVER MASTER StruCalc 9.0 Multi-Loaded Multi-Span Beam MI 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] y, ¢,a._Portland,OR 97210 1.5 IN x 13.25 IN x 7.75 FT (Actual 9 FT) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By: 103.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/4372 Dead Load 0.02 in Total Load 0.05 IN L/2386 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 344 lb 470 lb Dead Load 289 lb 388 lb Total Load 633 lb 858 lb Bearing Length 0.68 in 0.92 in BEAM DATA Center Span Length 7.75 ft Unbraced Length-Top 0 ft A 7.75 ft -- B Unbraced Length-Bottom 7.75 ft Beam End Elevation Difference 4.57 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 4 plf Base Values Adiusted Total Uniform Load 4 plf Bending Stress: Fb= 900 psi Fb'= 810 psi Cd=1.00 CF-0.90 TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Shear Stress: Fv= 180 psi Fv'= 180 psi Left Live Load 0 plf 56 plf Cd=9.00 Left Dead Load 0 plf 38 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Right Live Load 49 plf 105 plf Comp. L to Grain: Fc-1-= 625 psi Fc-1'= 625 psi Right Dead Load 33 plf 71 plf Controlling Moment: 1453 ft-lb Load Start 0 ft 0 ft 4.186 Ft from left support of span 2(Center Span) Load End 7.75 ft 7.75 ft Load Length 7.75 ft 7.75 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -524 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 21.52 in3 43.89 in3 Area(Shear): 4.36 in2 19.88 in2 Moment of Inertia(deflection): 29.25 in4 290.78 in4 Moment: 1453 ft-lb 2963 ft-lb Shear: -524 lb 2385 lb NOTES page Project:22122B-MITCHELL-PETERMAN(COMP ROOF) E. Larry Widdifield Location: R1-RIDGE BM OVER MASTER StruCalc 9.0111Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] t Portland.OR 97210 1.75 IN x 14.0 IN x 7.25 FT � � 1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By:286.1% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3797 Dead Load 0.02 in Total Load 0.04 IN L/2222 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 934 lb 1212 lb Dead Load 664 lb 853 lb Total Load 1598 lb 2065 lb Bearing Length 1.22 in 1.57 in BEAM DATA Center Span Length 7.25 ft Unbraced Length-Top 0 ft A 7.25 ft B Unbraced Length-Bottom 7.25 ft Live Load Duration Factor 1.00 _ Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 2600 psi Fb'= 2546 psi Total Uniform Load 8 plf Cd=1.00 CF=0.98 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Two Three Cd=1.00 Left Live Load 147 plf 294 plf 79 plf Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Left Dead Load 100 plf 200 plf 54 plf Comp.1 to Grain. Fc-1= 750 psi Fc-1'= 750 psi Right Live Load 147 plf 294 plf 148 plf Controlling Moment: 3126 ft Ib Right Dead Load 100 plf 200 plf 101 plf 3.84 Ft from left support of span 2(Center Span) Load Start 0 ft 5.5 ft 0 ft Load End 5.5 ft 7.25 ft 7.25 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5.5 ft 1.75 ft 7.25 ft Controlling Shear: -1206 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 14.73 in3 57.17 in3 Area(Shear): 6.35 in2 24.5 in2 Moment of Inertia(deflection): 43.22 in4 400.17 in4 Moment: 3126 ft-lb 12129 ft-lb Shear: -1206 lb 4655 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) Ili pa9P Larry Widdifield Location: R2-RIDGE BM OVER UPPER HALL StruCalc 9.0 Multi-Loaded Multi-Span Beam Ea 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] ___,. , ..Portland,OR 97210 1.75 IN x 14.0 IN x 13.0 FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By: 18.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.24 IN L/651 Dead Load 0.17 in Total Load 0.41 IN L/381 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1859 lb 1793 lb Dead Load 1315 lb 1270 lb Total Load 3174 lb 3063 lb Bearing Length 2.42 in 2.33 in TR1 TR2 BEAM DATA Center Span Length 13 ft --- a Unbraced Length-Top 0 ft A 13ft B Unbraced Length-Bottom 13 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 2600 psi Fb'= 2546 psi Total Uniform Load 8 plf Cd=1 00 CF=0.98 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Two Cd=1.00 Left Live Load 288 plf 263 plf Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Left Dead Load 196 plf 179 plf Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Right Live Load 288 plf 263 plf Controlling Moment: 10245 ft-lb Right Dead Load 196 plf 179 plf 6.5 Ft from left support of span 2(Center Span) Load Start 0 ft 9.33 ft Load End 9.33 ft 13 ft Created by combining all dead loads and live loads on span(s)2 Load Length 9.33 ft 3.67 ft Controlling Shear: 2663 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 48.29 in3 57.17 in3 Area(Shear): 14.01 in2 24.5 in2 Moment of Inertia(deflection): 251.83 in4 400.17 in4 Moment: 10245 ft-lb 12129 ft-lb Shear: 2663 lb 4655 lb NOTES page Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 111111 Larry Widdifield Location:H2-HIP OVER BR.3 StruCalc 9.0 Multi-Loaded Multi-Span Beam Ell2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] __,Il a, .... Portland,OR 97210 1.75 IN x 14.0 IN x 14.17 FT (Actual 16.4 FT) 1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By: 135.0% Controlling Factor Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN L/1136 Dead Load 0.15 in Total Load 0.32 IN L/607 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 554 lb 998 lb Dead Load 501 lb 851 lb Total Load 1055 lb 1849 lb Bearing Length 0.80 in 1.41 in BEAM DATA Center Span Length 14.17 ft -" Unbraced Length-Top 0 ft 14.17 ft B Unbraced Length-Bottom 14.17 ft Beam End Elevation Difference 8.3 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 1.9E Microllam-iLevel Trus Joist Beam Self Weight 8 plf Base Values Adjusted Total Uniform Load 8 plf Bending Stress: Fb= 2600 psi Fb'= 2546 psi Cd 1.00 CF-0.98 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Two Three Left Live Load 0 plf 19 plf 109 plf Cd-1.00 Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Left Dead Load 0 plf 13 plf 74 plf Right Live Load 88 plf 94 plf 122 plf Comp.-I-to Grain: Fc-1= 750 psi Fc--1'= 750 psi Right Dead Load 60 plf 64 plf 83 plf Controlling Moment: 5160 ft Ib Load Start 0 ft 0 ft 12 ft Load End 14.17 ft 12 ft 14.17 ft 7.938 Ft from left support of span 2(Center Span) Load Length 14.17 ft 12 ft 2.17 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1275 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 24.32 in3 57.17 in3 Area(Shear): 6.71 in2 24.5 in2 Moment of Inertia(deflection): 158.16 in4 400.17 in4 Moment: 5160 ft-lb 12129 ft-lb Shear: -1275 lb 4655 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 1111page Larry Widdifield / . Location:R3-RIDGE BM OVER UPPER FOYER StruCalc 9.0 Multi-Loaded Multi-Span Beam IIIII 2187 NW Reed St.Suite 100 or [2015 International Building Code(2012 NDS)] _- ,k f._Portland,OR 97210 1.75 IN x 14.0 IN x 17.75 FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By: 75.0% Controlling Factor Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.29 IN L/738 Dead Load 0.22 in Total Load 0.51 IN L/420 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 822 lb 937 lb Dead Load 628 lb 703 lb Total Load 1450 lb 1640 lb Bearing Length 1.10 in 1.25 in BEAM DATA Center Span Length 17.75 ft Unbraced Length-Top 0 ft A - 17.75 ft B Unbraced Length-Bottom 17.75 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 2600 psi Fb'= 2546 psi Total Uniform Load 8 plf Cd=1.00 CF=0.98 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Two Three Four Cd=1.00 Left Live Load 88 plf 41 plf 89 plf 79 plf Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Left Dead Load 60 plf 27 plf 60 plf 54 plf Camp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Right Live Load 88 plf 41 plf 89 plf 0 plf Controlling Moment: 6752 ft Ib Right Dead Load 60 plf 27 plf 60 plf 0 plf 9.23 Ft from left support of span 2(Center Span) Load Start 0 ft 11.5 ft 12.67 ft 11.5 ft Load End 11.5 ft 12.67 ft 17.75 ft 17.75 ft Created by combining all dead loads and live loads on span(s)2 Load Length 11.5 ft 1.17 ft 5.08 ft 6.25 ft Controlling Shear: -1461 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 31.82 in3 57.17 in3 Area(Shear): 7.69 in2 24.5 in2 Moment of Inertia(deflection): 228.64 in4 400.17 in4 Moment: 6752 ft-lb 12129 ft-lb Shear -1461 lb 4655 lb NOTES page Project:22122B-MITCHELL-PETERMAN(COMP ROOF) In Larry Widdifield Location:U1-MULT JSTS OVER SIDE BR.3 BAY StruCalc 9.0 Multi-Loaded Multi-Span Beam 11. 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] % Portland,OR 97210 (2)1.5 IN x 7.25 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By.20.1% Controlling Factor: Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1268 Dead Load 0.06 in Total Load 0.13 IN L/733 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 406 lb 406 lb Dead Load 282 lb 282 lb Total Load 688 lb 688 lb Bearing Length 0.37 in 0.37 in BEAM DATA Center Span Length 8 ft A —_ TT Unbraced Length-Top 0 ft A - 8ft -- Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 62 plf #2-Douglas-Fir-Larch Uniform Dead Load 31 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 98 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 316 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 278 lb Comp.--to Grain Fc- = 625 psi Fc--L'= 625 psi Location 4 ft Controlling Moment: 1970 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -633 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 21.89 in3 26.28 in3 Area(Shear): 5.28 in2 21.75 in2 Moment of Inertia(deflection): 31.17 in4 95.27 in4 Moment: 1970 ft-lb 2365 ft-lb Shear: -633 lb 2610 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) II Page Larry Widdifield Location: U2-MULT JSTS OVER BR.3 StruCalc 9.0 Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 /of [2015 International Building Code(2012 NDS)] ,t(4,0„,„„:"_ Portland,OR 97210 (2)1.5 IN x 7.25 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By:60.0% Controlling Factor: Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1430 Dead Load 0.04 in Total Load 0.11 IN L/864 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 511 lb 377 lb Dead Load 336 lb 246 lb Total Load 847 lb 623 lb TR1 Bearing Length 0.45 in 0.33 in w BEAM DATA Center Span Length 8 ft I . • Unbraced Length-Top O ft A 8 n Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 20 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 65 plf Cd=1.00 CF=1.20 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 121 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 82 plf Comp.L to Grain: Fc-L= 625 psi Fc-- '= 625 psi Right Live Load 21 plf Controlling Moment: 1478 ft-lb Right Dead Load 14 plf 3.68 Ft from left support of span 2(Center Span) Load Start 0 ft Load End 8 ft Created by combining all dead loads and live loads on span(s)2 Load Length 8 ft Controlling Shear: 700 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rend Provided Section Modulus: 16.42 in3 26.28 in3 Area(Shear): 5.84 in2 21.75 in2 Moment of Inertia(deflection): 26.46 in4 95.27 in4 Moment: 1478 ft-lb 2365 ft-lb Shear: 700 lb 2610 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page EN Larry Widdifield Location: U3-MAIN BM OVER BR.3 StruCalc 9.0 Multi-Loaded Multi-Span Beam EN 2187 NW Reed St.Suite 100 oc [2015 International Building Code(2012 NDS)] , _Portland,OR 97210 5.5 IN x 7.5 IN x 11.33 FT 1 �r 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By:20.4% Controlling Factor. Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.28 IN L/486 Dead Load 0.19 in Total Load 0,47 IN L/289 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1473 lb 1408 lb Dead Load 1058 lb 937 lb Total Load 2531 lb 2345 lb Bearing Length 0.71 in 0.66 in BEAM DATA Center Span Length 11.33 ft - Unbraced Length-Top 0 ft A 11.33 ft B Unbraced Length-Bottom 11.33 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.19 UNIFORM LOADS Center Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 9 plf 24F-V4-Visually Graded Western Species Total Uniform Load 9 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 251 plf 178 plf 125 plf Cd=1.00 Left Dead Load 185 plf 105 plf 85 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 251 plf 178 plf 31 plf Cd=1.00 Right Dead Load 185 plf 105 plf 21 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft 3.83 ft 3.83 ft Comp.1 to Grain: Fc- L= 650 psi Fc-1'= 650 psi Load End 3.83 ft 11.33 ft 11.33 ft Controlling Moment: 7130 ft-lb Load Length 3.83 ft 7.5 ft 7.5 ft 5.55 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2279 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 35.65 in3 51.56 in3 Area(Shear): 12.9 in2 41.25 in2 Moment of Inertia(deflection): 160.61 in4 193.36 in4 Moment: 7130 ft-lb 10313 ft-lb Shear: 2279 lb 7288 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) U page Larry Widdifield Location:U4-BM OVER REAR BR.2 StruCalc 9.0 Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _ ; � .Portland,OR 97210 3.5 IN x 9.25 IN x 10.33 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By: 13.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1186 Dead Load 0.08 in Total Load 0.18 IN L/682 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 628 lb 628 lb Dead Load 444 lb 445 lb Total Load 1072 lb 1073 lb Bearing Length 0.49 in 0.49 in BEAM DATA Center Span Length 10.33 ft i Unbraced Length-Top 0 ft A 10.33 ft - B Unbraced Length-Bottom 10.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 73 plf #2-Douglas-Fir-Larch Uniform Dead Load 37 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 117 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 502 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 434 lb Comp. L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 5.17 ft Controlling Moment: 3976 ft-lb 5.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -988 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 44.17 in3 49.91 in3 Area(Shear): 8.24 in2 32.38 in2 Moment of Inertia(deflection): 81.21 in4 230.84 in4 Moment: 3976 ft-lb 4492 ft-lb Shear: -988 lb 3885 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page 11111 Larry Widdifield Location:U5-BM OVER BR.2 StruCalc 9.0 Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 or [2015 International Building Code(2012 NDS)] _ „kfa k"_._Portland,OR 97210 5.5INx 11.5INx10.33 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By: 37.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1502 Dead Load 0.05 in Total Load 0.14 IN L/908 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1508 lb 1508 lb Dead Load 985 lb 985 lb Total Load 2493 lb 2493 lb Bearing Length 0.73 in 0.73 in w BEAM DATA Center Span Length 10.33 ft —i Unbraced Length-Top 0 ft 10.33 ft B Unbraced Length-Bottom 10.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 292 plf #2-Douglas-Fir-Larch Uniform Dead Load 177 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 483 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.1 to Grain. Fc-- = 625 psi Fc- L'= 625 psi Controlling Moment: 6439 ft-lb 5.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2044 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 88.3 in3 121.23 in3 Area(Shear) 18.04 in2 63.25 in2 Moment of Inertia(deflection): 184.16 in4 697.07 in4 Moment: 6439 ft-lb 8840 ft-lb Shear: 2044 lb 7168 lb NOTES Project:221228 MITCHELL PETERMAN(COMP ROOF) E. page Larry Widdifield Location:U6-RIDGE/BM OVER UPPER FAMILY RM. StruCalc 9.0 Multi-Loaded Multi-Span Beam NM 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] ___ . ", Portland,OR 97210 5.5 INx15.0INx19.17FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By: 51.2% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.37 IN L/625 Dead Load 0.27 in Total Load 0.63 IN L/363 1 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3319 lb 2838 lb Dead Load 2312 lb 2131 lb Total Load 5631 lb 4969 lb Bearing Length 1.58 in 1.39 in BEAM DATA Center Span Length 19.17 ft Unbraced Length-Top 0 ft A 19.17 ft B Unbraced Length-Bottom 19.17 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.27 Notch Depth 0.00 Uniform Live Load 131 plf Uniform Dead Load 89 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 24F-V4-Visually Graded Western Species Total Uniform Load 238 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2352 psi Load Number One Live Load 942 lb Cd=1.00 Cv=0.98 Dead Load 818 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 13 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc-1= 650 psi Fc--1-'= 650 psi Load Number One Two Three Four Left Live Load 112 plf 113 plf 138 plf 0 plf Controlling Moment: 26605 ft-lb Left Dead Load 56 plf 77 plf 94 plf 0 plf 9.97 Ft from left support of span 2(Center Span) Right Live Load 112 plf 138 plf 0 plf 77 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 56 plf 94 plf 0 plf 52 plf Controlling Shear: 4932 lb Load Start O ft O ft 2 ft 13 ft At a distance d from left support of span 2(Center Span) Load End 13 ft 2 ft 13 ft 19.17 ft Created by combining all dead loads and live loads on span(s)2 Load Length 13 ft 2 ft 11 ft 6.17 ft Comparisons with required sections: Req'd Provided Section Modulus: 135.75 in3 206.25 in3 Area(Shear): 27.91 in2 82.5 in2 Moment of Inertia(deflection): 1023.26 in4 1546.88 in4 Moment: 26605 ft-lb 40423 ft-lb Shear: 4932 lb 14575 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page 1111111 Larry Widdifield Location: U7-MULT JSTS OVER STAIRS StruCalc 9.0 Multi-Loaded Multi-Span Beam Ell 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] . Portland,OR 97210 (2) 1.5 IN x 7.25 IN x 7.33 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By: 54.7% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1788 Dead Load 0.04 in Total Load 0.09 IN L/1031 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 343 lb 343 lb Dead Load 239 lb 239 lb Total Load 582 lb 582 lb Bearing Length 0.31 in 0.31 in BEAM DATA Center Span Length 7.33 ft :__— "I-__- Unbraced Length-Top 0 ft A 7.33 ft B Unbraced Length-Bottom 7.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 57 plf #2-Douglas-Fir-Larch Uniform Dead Load 28 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 90 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 268 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 238 lb Comp.1 to Grain: Fc- = 625 psi Fc- = 625 psi Location 3.67 ft Controlling Moment: 1529 ft-lb 3.66 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -530 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 16.98 in3 26.28 in3 Area(Shear): 4.41 in2 21.75 in2 Moment of Inertia(deflection): 22.17 in4 95.27 in4 Moment: 1529 ft-lb 2365 ft-lb Shear: -530 lb 2610 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 11111page Larry Widdifield Location: U8-BM OVER RAILING StruCalc 9.0 Multi-Loaded Multi-Span Beam ■■ 2187 NW Reed St.Suite 100 0= [2015 International Building Code(2012 NDS)] Portland,OR 97210 3.125 IN x 9.0 IN x 10.5 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By: 18.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/663 Dead Load 0.15 in Total Load 0.34 IN L/373 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 709 lb 1242 lb Dead Load 537 lb 965 lb Total Load 1246 lb 2207 lb Bearing Length 0,61 in 1.09 in BEAM DATA Center Span Length 10.5 ft • Unbraced Length-Top 0 ft A 10.5 ft -- B Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.15 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 40 plf Uniform Dead Load 20 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 66 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Cd-1.00 Live Load 1531 lb Dead Load 1228 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 7.08 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc- L'= 650 psi Controlling Moment: 7128 ft-lb 7.03 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2159 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 35.64 in3 42.19 in3 Area(Shear): 12.22 in2 28.13 in2 Moment of Inertia(deflection): 122.08 in4 189.84 in4 Moment: 7128 ft-lb 8438 ft-lb Shear: -2159 lb 4969 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page MI Larry Widdifield Location: U9-BM OVER STAIRS StruCalc 9.0 Multi-Loaded Multi-Span Beam E. 2187 NW Reed St.Suite 100 0` [2015 International Building Code(2012 NDS)] _J ., . , .... Portland,OR 97210 5.5 INx9.5INx7.33FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By:23.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1743 Dead Load 0.03 in Total Load 0.08 IN L/1038 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 1195 lb 1344 lb Dead Load 795 lb 898 lb Total Load 1990 lb 2242 lb Bearing Length 0.58 in 0.65 in BEAM DATA Center __ Span Length 7.33 ft Unbraced Length-Top 0 ft A 7.33 ft B Unbraced Length-Bottom 7.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 709 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 537 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1-'= 625 psi Location 4.17 ft Controlling Moment: 4883 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 4.18 Ft from left support of span 2(Center Span) Load Number One Two Three Created by combining all dead loads and live loads on span(s)2 Left Live Load 240 plf 162 plf 90 plf Controlling Shear: -1909 lb Left Dead Load 141 plf 85 plf 61 plf At a distance d from right support of span 2(Center Span) Right Live Load 240 plf 162 plf 121 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 141 plf 85 plf 82 plf Load Start 0 ft 4.75 ft 4.75 ft Comparisons with required sections: Req'd Provided Load End 4.75 ft 7.33 ft 7.33 ft Section Modulus: 66.96 in3 82.73 in3 Load Length 4.75 ft 2.58 ft 2.58 ft Area(Shear). 16.85 in2 52.25 in2 Moment of Inertia(deflection): 90.88 in4 392.96 in4 Moment: 4883 ft-lb 6032 ft-lb Shear: -1909 lb 5922 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page EN Larry Widdifield Location: U10-BM OVER BATH/HALL StruCalc 9.0 Multi-Loaded Multi-Span Beam ME 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] ,zwi, .. Portland,OR 97210 5.5 IN x 9.0 IN x 12.17 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By:25.4% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN L/596 Dead Load 0,17 in Total Load 0.42 IN L/350 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 950 lb 4151 lb Dead Load 665 lb 3022 lb Total Load 1615 lb 7173 lb Bearing Length 0.45 in 2.01 in BEAM DATA Center Span Length 12.17 ft Ansl • Unbraced Length-Top 0 ft A 12.17 ft Unbraced Length-Bottom 12.17 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.17 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 40 plf Uniform Dead Load 20 plf MATERIAL PROPERTIES Beam Self Weight 11 plf 24F-V4-Visually Graded Western Species Total Uniform Load 71 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 3700 lb Cd=1.00 Dead Load 2853 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 10.67 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp. L to Grain: Fc- = 650 psi Fc- = 650 psi Load Number One Left Live Load 137 plf Controlling Moment: 10524 ft-lb Left Dead Load 69 plf 9.98 Ft from left support of span 2(Center Span) Right Live Load 137 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 69 plf Controlling Shear: -6971 lb Load Start 5.5 ft At a distance d from right support of span 2(Center Span) Load End 12.17 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6.67 ft Comparisons with required sections: Req'd Provided Section Modulus: 52.62 in3 74.25 in3 Area(Shear): 39.46 in2 49.5 in2 Moment of Inertia(deflection): 228.85 in4 334.13 in4 Moment: 10524 ft-lb 14850 ft-lb Shear: -6971 lb 8745 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page 111111 Larry Widdifield Location:Ull-BM OVER HALL StruCalc 9.0 Multi-Loaded Multi-Span Beam SE 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] r _Portland,OR 97210 3.5 IN x 12.0 IN x 5.67 FT X11 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By:20.8% Controlling Factor Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2652 Dead Load 0.02 in Total Load 0.04 IN L/1574 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3821 lb 1617 lb Dead Load 2659 lb 1055 lb Total Load 6480 lb 2672 lb Bearing Length 2.85 in 1.17 in w BEAM DATA Center Span Length 5.67 ft Unbraced Length-Top 0 ft A 5.67 ft B Unbraced Length-Bottom 5.67 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.02 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 227 plf Uniform Dead Load 113 plf MATERIAL PROPERTIES Beam Self Weight 9 plf 24F-V4-Visually Graded Western Species Total Uniform Load 349 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 4151 lb Cd=1.00 Dead Load 3022 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1.33 ft Cd=9.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1-to Grain: Fc-1= 650 psi Fc- L'= 650 psi Controlling Moment: 8274 ft-lb 1.36 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6144 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 41.37 in3 84 in3 Area(Shear): 34.78 in2 42 in2 Moment of Inertia(deflection): 76.87 in4 504 in4 Moment: 8274 ft-lb 16800 ft-lb Shear: 6144 lb 7420 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page 11111 Larry Widdifield Location: U12-BM OVER BONUS BY BAY StruCalc 9.0 Multi-Loaded Multi-Span Beam MI 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] e,k ._Portland,OR 97210 5.5INx9.5INx7.B3FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By: 142.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2653 Dead Load 0,02 in Total Load 0.05 IN L/1750 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B_ Live Load 902 lb 774 lb Dead Load 450 lb 414 lb Total Load 1352 lb 1188 lb TR1 Bearing Length 0.39 in 0.35 in w BEAM DATA Center Span Length 7.83 ft Unbraced Length-Top 0 ft 7.83 ft B Unbraced Length-Bottom 7.83 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 148 plf #2-Douglas-Fir-Larch Uniform Dead Load 74 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 233 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Left Live Load 115 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Dead Load 39 plf Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Right Live Load 17 plf Controlling Moment: 2488 ft-lb Right Dead Load 11 plf 3.76 Ft from left support of span 2(Center Span) Load Start 0 ft Load End 7.83 ft Created by combining all dead loads and live loads on span(s)2 Load Length 7.83 ft Controlling Shear: 1054 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 34.12 in3 82.73 in3 Area(Shear): 9.3 in2 52.25 in2 Moment of Inertia(deflection): 53.88 in4 392.96 in4 Moment: 2488 ft-lb 6032 ft-lb Shear: 1054 lb 5922 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page Larry Widdifield Location:U13-MULT JSTS OVER BONUS BAY StruCalc 9.0 Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 c= [2015 International Building Code(2012 NDS)] _ + � Portland,OR 97210 (2) 1.5 IN x 7.25 IN x 7.83 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By:26.7% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1367 Dead Load 0.05 in Total Load 0.12 IN L/791 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 393 lb 393 lb Dead Load 272 lb 272 lb Total Load 665 lb 665 lb Bearing Length 0.35 in 0.35 in w BEAM DATA Center Span Length 7.83 ft Unbraced Length-Top 0 ft A 7.83 ft B Unbraced Length-Bottom 7.83 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 61 plf #2-Douglas-Fir-Larch Uniform Dead Load 30 plf Base Values Adiusted Beam Self Weight 5 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 96 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 308 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 272 lb Comp. L to Grain: Fc--L= 625 psi Fc--L'= 625 psi Location 3.92 ft Controlling Moment: 1867 ft-lb 3.91 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -613 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 20.75 in3 26.28 in3 Area(Shear): 5.11 in2 21.75 in2 Moment of Inertia(deflection): 28.92 in4 95.27 in4 Moment: 1867 ft-lb 2365 ft-lb Shear: -613 lb 2610 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page E. Larry Widdifield Location:Ml-FLR JSTS OVER MID REAR GARAGE StruCalc 9.0 Floor Joist IN 2187 NW Reed St.Suite 100 or [2015 International Building Code(2012 NDS)] _Portland,OR 97210 (2)1.5lNx9.25INx11.5FT @160.C. � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By:40.9% Controlling Factor:Moment CAUTIONS *Properly connect sheathing to double joists/rafters or fully laminate to transfer diaphragm forces. DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/1119 Dead Load 0.07 in Total Load 0.20 IN L/704 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 564 lb 435 lb Dead Load 331 lb 223 lb Total Load 895 lb 658 lb 1 Bearing Length 0.48 in 0.35 in SUPPORT LOADS A B _ __i Live Load 423 plf 326 plf --k---- • Dead Load 248 plf 167 plf A 11.5 ft B Total Load 671 plf 494 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 11.5 ft Bending Stress: Fb= 900 psi Fb'= 1139 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.10 Cr=1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi I JOIST LOADING Comp.1 to Grain: Fc--L= 625 psi Fc-1'= 625 psi Uniform Floor Loading Center Live Load LL= 40 psf Controlling Moment: 2881 ft-lb Dead Load DL= 15 psf 3.91 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Total Load TL= 55 psf Controlling Shear: 844 lb TL Adj. For Joist Spacing wT= 73.3 plf At a distance d from left support of span 2(Center Span) Wall Loading Wall One Created by combining all dead loads and live loads on span(s)2 Live Load(1 to Joists): L1 = 289 plf Comparisons with required sections: Req'd Provided Dead Load(1 to Joists)D1 = 243 plf Load Location X1 = 3.83 ft Section Modulus: 30.37 in3 42.78 in3 Area(Shear): 7.03 in2 27.75 in2 Moment of Inertia(deflection): 101.22 in4 197.86 in4 Moment: 2881 ft-lb 4059 ft-lb Shear 844 lb 3330 lb NOTES Project:221228-MITCHELL-PETERMAN(COMP ROOF) page 111111 Larry Widdifield Location:M5-FLR JSTS BTN KIT/DINING StruCalc 9.0 Floor Joist ME 2187 NW Reed St.Suite 100 or W [2015 International Building Code(2012 NDS)] _Portland,OR 97210 1.5 IN x 9.25 IN x 11.67 FT @ 12 0.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By:43.0% Controlling Factor Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/957 Dead Load 0.08 in Total Load 0.22 IN L/625 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 272 lb 493 lb Dead Load 123 lb 331 lb Total Load 395 lb 824 lb i Bearing Length 0.42 in 0.88 in SUPPORT LOADS A B Live Load 272 plf 493 plf A Dead Load 123 plf 331 plf A 11.67 ft _ Total Load 395 plf 824 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adiusted Span Length 11.67 ft Bending Stress: Fb= 900 psi Fb'= 1139 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1 10 Cr=1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1,00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Comp.-L to Grain: Fc--t-= 625 psi Fc-1'= 625 psi Uniform Floor Loading Center Controlling Moment: 1419 ft Ib Live Load LL= 40 psf 7.24 Ft from left support of span 2(Center Span) Dead Load DL= 15 psf Total Load TL= 55 psf Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist Spacing wT= 55 plf Controlling Shear: -785 lb Wall Loading At a distance d from right support of span 2(Center Span) Wall One Created by combining all dead loads and live loads on span(s)2 Live Load(l to Joists): L1 = 298 plf Dead Load(- to Joists)D1 = 279 plf Comparisons with required sections: Req'd Provided Load Location X1 = 10.17 ft Section Modulus: 14.96 in3 21.39 in3 Area(Shear): 6.54 int 13.88 in2 Moment of Inertia(deflection): 57.02 in4 98.93 in4 Moment: 1419 ft-lb 2029 ft-lb Shear: -785 lb 1665 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page 11111 Larry Widdifield Location:M6-FLR JSTS OVER MID DINING StruCalc 9.0 Floor Joist RE 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] r Portland,OR 97210 1.5 INx9.25INx13.0FT @ 16 0.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By:2.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN L/614 Dead Load 0.13 in Total Load 0.39 IN L/401 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 373 lb 489 lb Dead Load 167 lb 331 lb Total Load 540 lb 820 lb Bearing Length 0.57 in 0.87 in SUPPORT LOADS A B Live Load 280 plf 367 plf Dead Load 125 plf 248 plf A -- - 13 ft - B Total Load 405 plf 615 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 13 ft Bending Stress: Fb= 900 psi Fb'= 1139 psi Unbraced Length-Top 0 ft Cd=1.00 CF-1.10 Cr=1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Uniform Floor Loading Center Controlling Moment: 1981 ft Ib Live Load LL= 40 psf DLoad DL= 15 psf 7.41 Ft from left support of span 2(Center Span) Total Load TL= 55 psf Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist Spacing wT= 73.3 plf Controlling Shear: -772 lb Wall Loading At a distance d from right support of span 2(Center Span) Wall One Created by combining all dead loads and live loads on span(s)2 Live Load(1 to Joists): L1 = 126 plf Dead Load(1 to Joists)fl1 = 178 plf Comparisons with required sections: Req'd Provided Load Location X1 = 11 ft Section Modulus: 20.88 in3 21.39 in3 Area(Shear): 6.43 in2 13.88 in2 Moment of Inertia(deflection) 88.72 in4 98.93 in4 Moment: 1981 ft-lb 2029 ft-lb Shear: -772 lb 1665 lb NOTES page Project: 22122B-MITCHELL-PETERMAN(COMP ROOF) MI Larry Widdifield Location: M14-BM AT REAR GARAGE StruCalc 9.0 Multi-Loaded Multi-Span Beam EN 2187 NW Reed St.Suite 100 /or [2015 International Building Code(2012 NDS)] __ '7,, i, '_..Portland,OR 97210 5.125 IN x 9.0 IN x 11.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By: 41.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/681 Dead Load 0.18 in Total Load 0.37 IN L/356 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 1 2 REACTIONS A B Live Load 1956 lb 1362 lb 3 Dead Load 1706 lb 1331 lb Total Load 3662 lb 2693 lb Bearing Length 1.10 in 0.81 in BEAM DATA Center Span Length 11 ft l Unbraced Length-Top 0 ftA lift Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.18 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 53 plf Uniform Dead Load 20 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 83 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 511 lb 406 lb 79 lb Cd=1.00 Dead Load 336 lb 282 lb 77 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1.58 ft 5.92 ft 10.25 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc--L= 650 psi Fc-1'= 650 psi Load Number One Two Three Four Left Live Load 107 plf 265 plf 70 plf 54 plf Controlling Moment: 9769 ft-lb Left Dead Load 133 plf 257 plf 140 plf 37 plf 5 39 Ft from left support of span 2(Center Span) Right Live Load 107 plf 265 plf 70 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 133 plf 257 plf 140 plf 0 plf Controlling Shear: 3448 lb Load Start 0 ft 1.58 ft 5.92 ft 5.92 ft At a distanced from left support of span 2(Center Span) Load End 1.58 ft 5.92 ft 10.25 ft 10.25 ft Created by combining all dead loads and live loads on span(s)2 I Load Length 1.58 ft 4.34 ft 4.33 ft 4.33 ft Comparisons with required sections: Req'd Provided Section Modulus: 48.84 in3 69.19 in3 Area(Shear): 19.52 in2 46.13 in2 Moment of Inertia(deflection): 209.92 in4 311.34 in4 Moment: 9769 ft-lb 13838 ft-lb Shear: 3448 lb 8149 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 111111page Larry Widdifield Location:M15-BM OVER REAR GARAGE/SHOP StruCalc 9.0 Multi-Loaded Multi-Span Beam iiim 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _%ti ri,,,a:._Portland,OR 97210 5.125 IN x 9.0 IN x 11.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By:44.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0,19 IN L/696 Dead Load 0.17 in Total Load 0.36 IN L/364 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 1 2 REACTIONS A B Live Load 1704 lb 1348 lb 3 Dead Load 1524 lb 1318 lb Total Load 3228 lb 2666 lb Bearing Length 0.97 in 0.80 in BEAM DATA Center Span Length 11 ft Unbraced Length-Top 0 ft A- -11 ft -- -- B Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.17 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 53 plf Uniform Dead Load 20 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 83 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 377 lb 406 lb 79 lb Cd=1.00 Dead Load 246 lb 282 lb 77 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.42 ft 5.92 ft 10.25 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi : TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Three Four Left Live Load 107 plf 265 plf 70 plf 54 plf Controlling Moment: 9613 ft-lb Left Dead Load 133 plf 257 plf 140 plf 37 plf 5.39 Ft from left support of span 2(Center Span) Right Live Load 107 plf 265 plf 70 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 133 plf 257 plf 140 plf 0 plf Controlling Shear: 3015 lb Load Start 0 ft 2.42 ft 5.92 ft 5.92 ft At a distance d from left support of span 2(Center Span) Load End 2.42 ft 5.92 ft 10.25 ft 10.25 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2.42 ft 3.5 ft 4.33 ft 4.33 ft Comparisons with required sections: Req'd Provided Section Modulus: 48.06 in3 69.19 in3 Area(Shear): 17.07 in2 46.13 in2 Moment of Inertia(deflection): 205.34 in4 311.34 in4 Moment: 9613 ft-lb 13838 ft-lb Shear 3015 lb 8149 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page 11111 Larry Widdifield Location:M16-CONT OF M15 OVER CLOSET/UTILITY(3 POINT BRG) StruCalc 9.0 Multi-Loaded Multi-Span Beam MI2187 NW Reed St.Suite 100 or [2015 International Building Code(2012 NDS)] _ ,. 1, :, E_._Portland,OR 97210 5.5 IN x 9.5 IN x 15.33 FT(8.5+6.8) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By: 39.8% Controlling Factor:Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.03 IN L/3378 0.03 IN L/2517 Dead Load 0.01 in 0.02 in Total Load 0.04 IN L/2491 0.05 IN L/1614 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 1 REACTIONS A B C Live Load 1374 lb 1819 lb 1298 lb 1 Dead Load 876 lb 1246 lb 916 lb Total Load 2250 lb 3065 lb 2214 lb Bearing Length 0.65 in 0.89 in 0.64 in BEAM DATA Center Right Span Length 8.5 ft 6.83 ft Unbraced Length Top 0 ft O ft A 8.5ft B 6.83 ft i Unbraced Length-Bottom 8.5 ft 6.83 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Right MATERIAL PROPERTIES Uniform Live Load 53 plf 53 plf #2-Douglas-Fir-Larch Uniform Dead Load 20 plf 20 plf Base Values Adiusted Beam Self Weight 11 plf 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 84 plf 84 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Load Number One Live Load 1473 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 1058 lb Comp.- to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 1.33 ft Controlling Moment: 4314 ft-lb RIGHT SPAN 4.03 Ft from left support of span 3(Right Span) Load Number One Live Load 1408 lb Created by combining all dead loads and live loads on span(s)3 Dead Load 937 lb Controlling Shear: 2186 lb Location 4 ft At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 TRAPEZOIDAL LOADS-RIGHT SPAN Load Number One Comparisons with required sections: Reg'd Provided Left Live Load 198 plf Section Modulus: 59.17 in3 82.73 in3 Left Dead Load 199 plf Area(Shear): 19.29 in2 52.25 in2 Right Live Load 198 plf Moment of Inertia(deflection): 58.44 in4 392.96 in4 Right Dead Load 199 plf Moment: 4314 ft-lb 6032 ft-lb Load Start 4 ft Shear: 2186 lb 5922 lb Load End 6.83 ft NOTES , Load Length 2.83 ft Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 11111page Larry Widdifield / , Location:M17-BM OVER CLOSET!UTILITY(3 POINT BRG) StruCalc 9.0 Multi-Loaded Multi-Span Beam IIIIII 2187 NW Reed St.Suite 100 ,r [2015 International Building Code(2012 NDS)] iga....Portland,OR 97210 5.5 IN x 9.0 IN x 15.33 FT(7.5+7.8) 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM Section Adequate By: 17.4% Controlling Factor:Shear DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.08 IN L/1165 -0.04 IN L/2336 Dead Load 0.05 in -0.01 in Total Load 0.13 IN L/697 -0.05 IN L/1713 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 1 REACTIONS A B C Live Load 1774 lb 5964 lb 898 lb Dead Load 1304 lb 4773 lb 376 lb Total Load 3078 lb 10737 lb 1274 lb TR1 TR2 TR1 Uplift(1.5 F.S) 0 lb 0 lb -203 lb Bearing Length 0.86 in 3.00 in 0.36 in w BEAM DATA Center Right - Span Length 7.5 ft 7.83 ft A 7.5 ft a 7.83 ft i Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 7.5 ft 7.83 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Right Uniform Live Load 53 plf 53 plf MATERIAL PROPERTIES Uniform Dead Load 20 plf 20 plf 24F-V4-Visually Graded Western Species Beam Self Weight 11 plf 11 plf Base Values Adjusted Total Uniform Load 84 plf 84 plf Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb_cmpr'= 1841 psi Load Number One Cd=1.00 C1=1.00 Live Load 3987 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 3134 lb Cd=1.00 Location 5.17 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc--L'= 650 psi TRAPEZOIDAL LOAD$-CENTER SPAN Load Number One Two Controlling Moment: -8255 ft-lb Left Live Load 227 plf 210 plf Over left support of span 3(Right Span) Left Dead Load 193 plf 185 plf Created by combining all dead loads and live loads on span(s)2,3 Right Live Load 227 plf 210 plf Controlling Shear: -7449 lb Right Dead Load 193 plf 185 plf At a distance d from right support of span 2(Center Span) Load Start 0 ft 1.5 ft Created by combining all dead loads and live loads on span(s)2, 3 Load End 1.5 ft 7.5 ft Load Length 1.5 ft 6 ft Comparisons with required sections: Req'd Provided RIGHT SPAN Section Modulus: 53.8 in3 74.25 in3 Load Number One Area(Shear): 42.17 in2 49.5 in2 Left Live Load 210 plf Moment of Inertia(deflection): 115.13 in4 334.13 in4 Left Dead Load 185 plf Moment: -8255 ft-lb 11393 ft-lb Right Live Load 210 plf Shear: -7449 lb 8745 lb Right Dead Load 185 plf Load Start 0 ft NOTES Load End 7.83 ft Load Length 7.83 ft page Project:22122B-MITCHELL-PETERMAN(COMP ROOF) Larry Widdifield Location: M18-CONT OF M17 StruCalc 9.0 Multi-Loaded Multi-Span Beam �■ 2187 NW Reed St.Suite 100 or [2015 International Building Code(2012 NDS)] % Portland,OR 97210 3.5 INx9.0INx8.83FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By: 19.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/729 Dead Load 0.10 in Total Load 0.24 IN L/436 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1032 lb 1847 lb Dead Load 670 lb 1297 lb Total Load 1702 lb 3144 lb Bearing Length 0.75 in 1.38 in BEAM DATA Center Span Length 8.83 ft Unbraced Length-Top 0 ft - -- 8.83 ft B Unbraced Length-Bottom 8.83 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.1 UNIFORM LOADS Center Uniform Live Load 53 plf Notch Depth 0.00 Uniform Dead Load 20 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 80 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1617 lb Cd=1.00 Dead Load 1055 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5.33 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc-.- = 650 psi Fc- = 650 psi Load Number One Left Live Load 227 plf Controlling Moment: 7902 ft-lb Left Dead Load 193 plf 5.3 Ft from left support of span 2(Center Span) Right Live Load 227 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 193 plf Controlling Shear: -2791 lb Load Start 5.33 ft At a distance d from right support of span 2(Center Span) Load End 8.83 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 39.51 in3 47.25 in3 Area(Shear): 15.8 in2 31.5 in2 Moment of Inertia(deflection): 117.04 in4 212.63 in4 Moment: 7902 ft-lb 9450 ft-lb Shear: -2791 lb 5565 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) Page 111111 Larry Widdifield Location:M19-MULT JSTS OVER MASTER StruCalc 9.0 Multi-Loaded Multi-Span Beam IIIII 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] Portland,OR 97210 (2) 1.5 IN x 9.25 IN x 6.92 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By: 89.6% Controlling Factor: Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2946 Dead Load 0.02 in Total Load 0.05 IN L/1639 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 599 lb 599 lb Dead Load 478 lb 478 lb Total Load 1077 lb 1077 lb Bearing Length 0.57 in 0.57 in w BEAM DATA Center , Span Length 6.92 ft Unbraced Length-Top 0 ft A 6.92 ft B Unbraced Length-Bottom 6.92 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 173 plf #2-Douglas-Fir-Larch Uniform Dead Load 132 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 311 plf Cd=1.00 CF=9.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=9.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 1862 ft-lb 3.46 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -839 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 22.57 in3 42.78 in3 Area(Shear): 6.99 in2 27.75 in2 Moment of Inertia(deflection): 28.98 in4 197.86 in4 Moment: 1862 ft-lb 3529 ft-lb Shear: -839 lb 3330 lb NOTES page Project:221228-MITCHELL-PETERMAN(COMP ROOF) Ea Larry Widdifield Location:M20-DR HDR AT MASTER BATH StruCalc 9.0 Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] ¢a: Portland,OR 97210 3.5 IN x 9.25 IN x 4.33 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By:432.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/6741 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 509 lb 509 lb Dead Load 271 lb 271 lb Total Load 780 lb 780 lb Bearing Length 0.36 in 0.36 in BEAM DATA Center Span Length 4.33 ft Unbraced Length-Top 0 ft -- 4.33 ft •B Unbraced Length-Bottom 4.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 235 plf #2-Douglas-Fir-Larch Uniform Dead Load 118 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 360 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E"= 1600 ksi Comp.1-to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 844 ft-lb 2.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -514 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req"d Provided Section Modulus: 9.37 in3 49.91 in3 Area(Shear): 4.29 in2 32.38 in2 Moment of Inertia(deflection): 8.22 in4 230.84 in4 Moment: 844 ft-lb 4492 ft-lb Shear -514 lb 3885 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 1111paae Larry Widdifield Location: M21-BM OVER MASTER StruCalc 9.0 Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 or [2015 International Building Code(2012 NDS)] o , '-._Portland,OR 97210 6.75 IN x 9.0 IN x 14.33 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By: 19.3% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.33 IN L/517 Dead Load 0.27 in Total Load 0.60 IN L/286 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 962 lb 3133 lb 1 Dead Load 779 lb 2517 lb Total Load 1741 lb 5650 lb Bearing Length 0.40 in 1.29 in BEAM DATA Center Span Length 14.33 ft Unbraced Length-Top 0 ft A 14.33 ft B Unbraced Length-Bottom 14.33 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.27 UNIFORM LOADS Center Uniform Live Load 40 plf Notch Depth 0.00 Uniform Dead Load 20 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 73 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 3522 lb Cd=1.00 Dead Load 2821 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 11.58 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc- ! = 650 psi Fc-1'= 650 psi Controlling Moment: 15157 ft-lb 11 46 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -5598 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 75.78 in3 91.13 in3 Area(Shear): 31.68 in2 60.75 in2 Moment of Inertia(deflection): 343.81 in4 410.06 in4 Moment: 15157 ft-lb 18225 ft-lb Shear: -5598 lb 10733 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page 111111 Larry Widdifield Location: M22-BM OVER MID DINING StruCalc 9.0 Multi-Loaded Multi-Span Beam 111112187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _--. '19r,a_._Portland,OR 97210 5.5INx9.0INx12.33FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By: 17.9% Controlling Factor Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.28 IN L/525 Dead Load 0.24 in Total Load 0.52 IN L/283 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2003 lb 1952 lb Dead Load 1719 lb 1607 lb Total Load 3722 lb 3559 lb Bearing Length 1.04 in 1.00 in TRI TR2 BEAM DATA Center Span Length 12.33 ft A —_.._ Unbraced Length-Top 0 ft A 12.33 ft Unbraced Length-Bottom 12.33 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.24 UNIFORM LOADS Center Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 11 plf 24F-V4-Visually Graded Western Species Total Uniform Load 11 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 125 lb Cd=1.00 Dead Load 118 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 10.67 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.- to Grain: Fc- L= 650 psi Fc-1'= 650 psi Load Number One Two Left Live Load 324 plf 225 plf Controlling Moment: 11492 ft-lb Left Dead Load 268 plf 130 plf 6.16 Ft from left support of span 2(Center Span) Right Live Load 324 plf 225 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 268 plf 130 plf Controlling Shear: -3289 lb Load Start 0 ft 10.67 ft At a distance d from right support of span 2(Center Span) Load End 10.67 ft 12.33 ft Created by combining all dead loads and live loads on span(s)2 Load Length 10.67 ft 1.66 ft Comparisons with required sections: Req'd Provided Section Modulus: 57.46 in3 74.25 in3 Area(Shear): 18.61 in2 49.5 in2 Moment of Inertia(deflection): 283.46 in4 334.13 in4 Moment: 11492 ft-lb 14850 ft-lb Shear: -3289 lb 8745 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) II page Larry Widdifield Location:M24-MULT JSTS OVER DINING StruCalc 9.0 Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Suite 100 0= [2015 International Building Code(2012 NDS)] _r;. , ¢, -_Portland,OR 97210 (2) 1-5INx9.251Nx11.67FT . #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2 5 12/19/2016 5:24:36 AM Section Adequate By: 55.5% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/1239 Dead Load 0.06 in Total Load 0.18 IN L/787 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 390 lb 857 lb Dead Load 209 lb 540 lb Total Load 599 lb 1397 lb Bearing Length 0.32 in 0.74 in BEAM DATA Center Span Length 11.67 ft _ -- __ 10 Unbraced Length-Top 0 ft A 11.67 ft B Unbraced Length-Bottom 11.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 53 plf #2-Douglas-Fir-Larch Uniform Dead Load 20 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 79 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 628 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 445 lb Comp.1 to Grain: Fc-1= 625 psi Fc--1-'= 625 psi Location 10.17 ft Controlling Moment: 2270 ft-lb 7.59 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1341 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 27.52 in3 42.78 in3 Area(Shear): 11.17 in2 27.75 in2 Moment of Inertia(deflection): 60.34 in4 197.86 in4 Moment: 2270 ft-lb 3529 ft-lb Shear: -1341 lb 3330 lb NOTES Project: 221226-MITCHELL-PETERMAN(COMP ROOF) page EMI Larry Widdifield Location:M25-BM OVER KITCHEN/PANTRY StruCalc 9.0 Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 cr [2015 International Building Code(2012 NDS)] � : Portland,OR 97210 5.5 INx9.5INx11.83FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By:41.1% Controlling Factor Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/1195 Dead Load 0.07 in Total Load 0.19 IN L/733 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 525 lb 1610 lb Dead Load 324 lb 1035 lb Total Load 849 lb 2645 lb Bearing Length 0.25 in 0.77 in BEAM DATA Center Span Length 11.83 ft Unbraced Length-Top 0 ft A 11.83ft Unbraced Length-Bottom 11.83 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 53 plf #2-Douglas-Fir-Larch Uniform Dead Load 20 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 84 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Live Load 1508 lb Dead Load 988 lb Comp.1 to Grain: Fc-1= 625 psi Fc--L'= 625 psi Location 10.17 ft Controlling Moment: 4274 ft-lb 10.06 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2585 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 58.62 in3 82.73 in3 Area(Shear): 22.81 in2 52.25 in2 Moment of Inertia(deflection): 128.71 in4 392.96 in4 Moment: 4274 ft-lb 6032 ft-lb Shear: -2585 lb 5922 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) E. page Larry Widdifield Location: M26-BM BTWN DINING/HALL StruCalc 9.0 Multi-Loaded Multi-Span Beam .■ 2187 NW Reed St.Suite 100 or [2015 International Building Code(2012 NDS)] _Portland,OR 97210 3.5 INx9.25INx4.0FT . #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By:38.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3047 Dead Load 0.01 in Total Load 0.03 IN L/1911 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1737 lb 2092 lb Dead Load 1022 lb 1246 lb Total Load 2759 lb 3338 lb Bearing Length 1.26 in 1.53 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top O ft A 4 ft B Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 743 plf #2-Douglas-Fir-Larch Uniform Dead Load 425 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 1175 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 857 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 540 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 2.83 ft Controlling Moment: 3238 ft-lb 2.36 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2445 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 35.98 in3 49.91 in3 Area(Shear): 20.38 in2 32.38 in2 Moment of Inertia(deflection): 28.99 in4 230.84 in4 Moment: 3238 ft-lb 4492 ft-lb Shear: -2445 lb 3885 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page MI Larry Widdifield Location: M23-BM OVER DINING StruCalc 9.0 Multi-Loaded Multi-Span Beam MIIII 2187 NW Reed St.Suite 100 0, [2015 International Building Code(2012 NDS)] i _Portland,OR 97210 3.5 IN x 9.25 IN x 12.17 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By: 92.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/1326 Dead Load 0.06 in Total Load 0.17 IN L/848 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L1240 REACTIONS A B Live Load 397 lb 2571 lb 1 Dead Load 213 lb 1568 lb Total Load 610 lb 4139 lb Bearing Length 0.28 in 1.89 in BEAM DATA Center Span Length 12.17 ft - Unbraced Length-Top 0 ft 12.17 ft - Unbraced Length-Bottom 12.17 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 7 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=9.00 Live Load 2092 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1246 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 11.83 ft Controlling Moment: 2326 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 7.67 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 53 plf 191 plf Controlling Shear: -2024 lb Left Dead Load 20 plf 144 plf At a distance d from right support of span 2(Center Span) Right Live Load 53 plf 191 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 20 plf 144 plf Load Start Oft 10.5 ft Comparisons with required sections: Req'd Provided Load End 10.5 ft 12.17 ft Section Modulus: 25.85 in3 49.91 in3 Load Length 10.5 ft 1.67 ft Area(Shear): 16.86 in2 32.38 in2 Moment of Inertia(deflection): 65.33 in4 230.84 in4 Moment: 2326 ft-lb 4492 ft-lb Shear: -2024 lb 3885 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page 11111 Larry Widdifield Location:M3-FLR JSTS OVER MID FRONT GARAGE StruCalc 9.0 Floor Joist Ell 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] j _Portland,OR 97210 1.5 IN x 9.25 IN x 10.5 FT @16O.C. � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By:67.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/1198 Dead Load 0.05 in Total Load 0.16 IN L/811 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 438 lb 297 lb Dead Load 296 lb 125 lb Total Load 734 lb 422 lb 1 Bearing Length 0.78 in 0.45 in SUPPORT LOADS A Live Load 329 plf 223 plf z' Dead Load 222 plf 94 plf A 10.5ft B Total Load 551 plf 317 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 10.5 ft Bending Stress: Fb= 900 psi Fb'= 1139 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.10 Cr=1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Comp.- to Grain: Fc-1= 625 psi Fc-1-'= 625 psi Uniform Floor Loading Center Live Load LL= 40 psf Controlling Moment: 1212 ft Ib Dead Load DL= 15 psf 4.72 Ft from left support of span 2(Center Span) Total Load TL= 55 psf Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist Spacing wT= 73.3 plf Controlling Shear: 680 lb Wall Loading At a distance d from left support of span 2(Center Span) Wall One Created by combining all dead loads and live loads on span(s)2 Live Load(1 to Joists): L1 = 131 plf Dead Load(1-to Joists)D1 = 158 plf Comparisons with required sections: Req'd Provided Load Location X1 - 1 ft Section Modulus: 12.78 in3 21.39 in3 Area(Shear): 5.66 in2 13.88 in2 Moment of Inertia(deflection): 43.93 in4 98.93 in4 Moment: 1212 ft-lb 2029 ft-lb Shear: 680 lb 1665 lb NOTES page Project:22122B-MITCHELL-PETERMAN(COMP ROOF) MI Larry Widdifield • Location:M12-BM OVER MID REAR GARAGE StruCalc 9.0 Multi-Loaded Multi-Span Beam 1111112187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _f ? i, ._Portland,OR 97210 5.125 IN x 9.0 IN x 11.17 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By: 19.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.29 IN L/458 Dead Load 0.17 in Total Load 0.46 IN L/289 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2614 lb 2614 lb Dead Load 1525 lb 1525 lb Total Load 4139 lb 4139 lb Bearing Length 1.24 in 1.24 in BEAM DATA Center Span Length 11.17 ft — Unbraced Length-Top 0 ft 11.17 ft Unbraced Length-Bottom 11.17 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.17 UNIFORM LOADS Center Uniform Live Load 468 plf Notch Depth 0.00 Uniform Dead Load 263 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 741 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 11557 ft-lb 5.59 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3642 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus. 57.78 in3 69.19 in3 Area(Shear): 20.61 in2 46.13 in2 Moment of Inertia(deflection): 258.14 in4 311.34 in4 Moment. 11557 ft-lb 13838 ft-lb Shear: 3642 lb 8149 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) U. page Larry Widdifield Location: M9-BM'S OVER MID FRONT GARAGE 9.0 Multi-Loaded Multi-Span Beam �■ 2187 NW Reed St.Suite 100 or [2015 International Building Code(2012 NDS)] _ e ._ Portland,OR 97210 3.5 IN x 9.0 IN x 10.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By: 17.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/618 Dead Load 0.19 in Total Load 0.40 IN L/317 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 2 REACTIONS A B Live Load 1143 lb 1561 lb Dead Load 1134 lb 1454 lb Total Load 2277 lb 3015 lb Bearing Length 1.00 in 1.33 in BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft A 10.5 ft g Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.19 UNIFORM LOADS Center Uniform Live Load 53 plf Notch Depth 0.00 Uniform Dead Load 20 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 80 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 77 lb 393 lb Cd=1.00 Dead Load 75 lb 272 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1 ft 5.25 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-I-to Grain: Fc--I-= 650 psi Fc--I'= 650 psi Load Number One Two Three Left Live Load 70 plf 241 plf 0 plf Controlling Moment: 8036 ft-lb Left Dead Load 140 plf 245 plf 0 plf 5.25 Ft from left support of span 2(Center Span) Right Live Load 70 plf 241 plf 54 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 140 plf 245 plf 37 plf Controlling Shear: -2600 lb Load Start 1 ft 5.25 ft 1 ft At a distance d from right support of span 2(Center Span) Load End 5.25 ft 10.5 ft 5.25 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4.25 ft 5.25 ft 4.25 ft Comparisons with required sections: Req'd Provided Section Modulus: 40.18 in3 47.25 in3 Area(Shear): 14.72 in2 31.5 in2 Moment of Inertia(deflection): 161.1 in4 212.63 in4 Moment: 8036 ft-lb 9450 ft-lb Shear: -2600 lb 5565 lb NOTES Project: 22122B-MITCHELL-PETERMAN(COMP ROOF) page 11111 Larry Widdifield Location:M10-DR. HDR AT UTILITY CLOSET StruCalc 9.0 Multi-Loaded Multi-Span Beam ME 2187 NW Reed St.Suite 100 [2015 International Building Code(2012 NDS)] ,�� i Portland,OR 97210 5.5 IN x 10.5 IN x 3.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By: 48.5% Controlling Factor Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/7220 Dead Load 0.00 in Total Load 0.01 IN L/4147 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 5067 lb 2085 lb Dead Load 3821 lb 1434 lb Total Load 8888 lb 3519 lb Bearing Length 2.49 in 0.98 in BEAM DATA Center —_ Span Length 3 ft A Unbraced Length-Top O ft A 3 n --- Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 396 plf Notch Depth 0.00 Uniform Dead Load 148 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 557 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 5964 lb Cd=1.00 Dead Load 4773 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 0.75 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1 = 650 psi Fc- = 650 psi Controlling Moment: 6509 ft-lb 0 75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6870 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 32.55 in3 101.06 in3 Area(Shear): 38.88 in2 57.75 in2 Moment of Inertia(deflection): 30.71 in4 530.58 in4 Moment: 6509 ft-lb 20213 ft-lb Shear: 6870 lb 10203 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 11111page Larry Widdifield / . Location:M11-18/0 O.H.GARAGE DR HDR StruCalc 9.0 Multi-Loaded Multi-Span Beam Es 2187 NW Reed St.Suite 100 or [2015 International Building Code(2012 NDS)] __1 . :, ._Portland,OR 97210 5.5lNx15.0INx18.33FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2 5 12/19/2016 5:24:36 AM Section Adequate By: 11.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.43 IN L/516 Dead Load 0.32 in Total Load 0.74 IN L/296 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 1 Live Load 5098 lb 3659 lb 2 Dead Load 4212 lb 2411 lb Total Load 9310 lb 6070 lb Bearing Length 2.60 in 1.70 in BEAM DATA Center Span Length 18.33 ft Unbraced Length-Top 0 ft A 18.33 ft - B Unbraced Length-Bottom 18.33 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.32 UNIFORM LOADS Center Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 24F-V4-Visually Graded Western Species Total Uniform Load 18 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb-- 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2362 psi Live Load 1143 lb 1143 lb Cd=1.00 Cv=0.98 Dead Load 1134 lb 1134 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 0.42 ft 8.92 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp 1 to Grain' Fc-1= 650 psi Fc--i'= 650 psi Load Number One Two Three Four Left Live Load 379 plf 366 plf 245 plf 131 plf Controlling Moment: 36276 ft-lb Left Dead Load 290 plf 183 plf 96 plf 89 plf 8.98 Ft from left support of span 2(Center Span) Right Live Load 379 plf 366 plf 245 plf 27 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 290 plf 183 plf 96 plf 18 plf Controlling Shear: 7042 lb Load Start 0 ft 8.92 ft 9.92 ft 9.92 ft At a distance d from left support of span 2(Center Span) Load End 8.92 ft 9.92 ft 18.33 ft 18.33 ft Created by combining all dead loads and live loads on span(s)2 Load Length 8.92 ft 1 ft 8.41 ft 8.41 ft Comparisons with required sections: Req'd Provided Section Modulus: 184.26 in3 206.25 in3 Area(Shear): 39.86 in2 82.5 in2 Moment of Inertia(deflection): 1254.27 in4 1546.88 in4 Moment: 36276 ft-lb 40604 ft-lb Shear: 7042 lb 14575 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page IIIIII Larry Widdifield Location:M30-ANGLED JSTS BY STAIRS StruCalc 9.0 Multi-Loaded Multi-Span Beam EN 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _Portland,OR 97210 (2) 1.5 IN x 9.25 IN x 8.5 FT � �rsF> #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By:492.8% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/6458 Dead Load 0.01 in Total Load 0.02 IN L/4256 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 241 lb 120 Ib Dead Load 116 lb 71 lb Total Load 357 lb 191 lb Bearing Length 0.19 in 0.10 in BEAM DATA Center ! Span Length 8.5 ft Unbraced Length-Top 0 ft A 8.5n B Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted. Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 6 plf Cd=1.00 CF=1.10 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 85 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 32 plf Comp.-I-to Grain: Fc-1= 625 psi Fc--1-'= 625 psi Right Live Load 0 plf Controlling Moment: 595 ft-lb Right Dead Load 0 plf 3.65 Ft from left support of span 2(Center Span) Load Start 0 ft Load End 8.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 8.5 ft Controlling Shear: 267 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 7.22 in3 42.78 in3 Area(Shear): 2.22 in2 27.75 in2 Moment of Inertia(deflection): 11.16 in4 197.86 in4 Moment: 595 ft-lb 3529 ft-lb Shear: 267 lb 3330 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) II. page Larry Widdifield / . Location:M31-BM BTWN FAMILY/KITCHEN 9.0 Multi-Loaded Multi-Span Beam ■■ 2187 NW Reed St.Suite 100 or [2015 International Building Code(2012 NDS)] "." ._Portland,OR 97210 5.5 IN x 22.5 IN x 20.83 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By: 18.7% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.34 IN L/732 Dead Load 0.24 in Total Load 0.58 IN L/427 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 2 REACTIONS A B 3 Live Load 7534 lb 8523 lb 1 4 5 Dead Load 5203 lb 6065 lb Total Load 12737 lb 14588 lb Bearing Length 3.56 in 4.08 in BEAM DATA Center Span Length 20.83 ft !IIIIIII"1"11111111111 Unbraced Length-Top 0 ft A 20.83 ft B Unbraced Length-Bottom 20.83 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.24 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 190 plf Uniform Dead Load 71 plf MATERIAL PROPERTIES Beam Self Weight 27 plf 24F-V4-Visually Graded Western Species Total Uniform Load 288 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three Four Five Fb_cmpr= 1850 psi Fb'= 2240 psi Live Load 120 lb 4853 lb 2033 lb 1018 lb 397 lb Cd=1.00 Cv=0.93 Dead Load 71 lb 3329 lb 1312 lb 653 lb 213 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4 ft 5.33 ft 15.5 ft 18.67 ft 20 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-1-to Grain: Fc--L= 650 psi Fc-1-'= 650 psi Load Number One Two Three Four Left Live Load 105 plf 380 plf 297 plf 80 plf Controlling Moment: 66763 ft-lb Left Dead Load 133 plf 337 plf 288 plf 30 plf 9.37 Ft from left support of span 2(Center Span) Right Live Load 105 plf 380 plf 297 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 133 plf 337 plf 288 plf 0 plf Controlling Shear: -12612 lb Load Start 3.5 ft 14 ft 18.67 ft 0 ft At a distance d from right support of span 2(Center Span) Load End 14 ft 18.67 ft 20.83 ft 4 ft Created by combining all dead loads and live loads on span(s)2 Load Length 10.5 ft 4.67 ft 2.16 ft 4 ft Comparisons with required sections: Req'd Provided Section Modulus: 357.7 in3 464.06 in3 Area(Shear): 71.39 in2 123.75 in2 Moment of Inertia(deflection): 4398.01 in4 5220.7 in4 Moment: 66763 ft-lb 86615 ft-lb Shear: -12612 lb 21863 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page 1111111 Larry Widdifield Location:M27-MAIN BM AT REAR COVERED PORCH StruCalc 9.0 Multi-Loaded Multi-Span Beam NM 2187 NW Reed St.Suite 100 0, [2015 International Building Code(2012 NDS)] � �: Portland,OR 97210 5.5 IN x 12.0 IN x 20.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By:29.0% Controlling Factor Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.48 IN L/513 Dead Load 0.32 in Total Load 0.79 IN L/310 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1952 lb 1950 lb Dead Load 1289 lb 1288 lb Total Load 3241 lb 3238 lb TR1 TR2 Bearing Length 0.91 in 0.91 in w BEAM DATA Center - _ - Span Length 20.5 ft Unbraced Length-Top 0 ft A 20.5 ft B Unbraced Length-Bottom 20.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.32 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 125 plf Uniform Dead Load 67 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 206 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2389 psi Left Live Load 131 plf 0 plf Cd=1.00 Cv=1.00 Left Dead Load 89 plf 0 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 0 plf 131 plf Cd=1.00 Right Dead Load 0 plf 89 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft 10.3 ft Comp.1 to Grain: Fc--t-= 650 psi Fc-1'= 650 psi Load End 10.25 ft 20.5 ft Controlling Moment: 14671 ft-lb Load Length 10.25 ft 10.2 ft 10.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2898 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 73.7 in3 132 in3 Area(Shear): 16.4 in2 66 in2 Moment of Inertia(deflection): 614.08 in4 792 in4 Moment: 14671 ft-lb 26277 ft-lb Shear: 2898 lb 11660 lb NOTES page Project:22122B-MITCHELL-PETERMAN(COMP ROOF) Larry Widdifield Location:M28-SIDE BM AT REAR PORCH II StruCalc 9.0 Multi-Loaded Multi-Span Beam IIIII 2187 NW Reed St.Suite 100 or [2015 International Building Code(2012 NDS)] * Portland,OR 97210 5.5 IN x 12.0 IN x 9.83 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By: 1004.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/7241 Dead Load 0.01 in Total Load 0.03 IN L/4076 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 650 lb 436 lb Dead Load 495 lb 349 lb Total Load 1145 lb 785 lb Bearing Length 0.32 in 0.22 in BEAM DATA Center Span Length 9.83 ft --- _– Unbraced Length-Top 0 ft A 9.83 ft -- — B Unbraced Length-Bottom 9.83 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.01 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 45 plf Uniform Dead Load 27 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 86 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb cmpr= 1850 psi Fb'= 2400 psi Left Live Load 131 plf Cd=1.DO Left Dead Load 89 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 0 plf Cd=1.00 Right Dead Load 0 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft Comp. -to Grain Fc-1= 650 psi Fc-1'= 650 psi Load End 9.83 ft Controlling Moment: 2391 ft-lb Load Length 9.83 ft 4.42 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 855 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 11.96 in3 132 in3 Area(Shear): 4.84 in2 66 in2 Moment of Inertia(deflection): 46.64 in4 792 in4 Moment: 2391 ft-lb 26400 ft-lb Shear- 855 lb 11660 lb NOTES page Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 11111 Larry Widdifield Location:M29-5/0 PATIO DR HDR AT FAMILY StruCalc 9.0 Multi-Loaded Multi-Span Beam II 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _ ; : Portland,OR 97210 5.5 IN x 9.0 IN x 5.33 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By:23.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1367 Dead Load 0.04 in Total Load 0.08 IN L/769 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2661 lb 2808 lb Dead Load 2053 lb 2154 lb Total Load 4714 lb 4962 lb Bearing Length 1.32 in 1.39 in BEAM DATA Center Span Length 5.33 ft Unbraced Length-Top 0 ft A 5.33 ft B Unbraced Length-Bottom 5.33 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.04 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 100 plf Uniform Dead Load 50 plf MATERIAL PROPERTIES Beam Self Weight 11 plf 24F-V4-Visually Graded Western Species Total Uniform Load 161 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 4676 lb Cd=1.00 Dead Load 3707 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.67 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.l to Grain: Fc- = 650 psi Fc- 1'= 650 psi Load Number One Left Live Load 81 plf Controlling Moment: 11994 ft-lb Left Dead Load 55 plf 2.66 Ft from left support of span 2(Center Span) Right Live Load 115 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 78 plf Controlling Shear: -4704 lb Load Start 2.67 ft At a distance d from right support of span 2(Center Span) Load End 5.33 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2.66 ft Comparisons with required sections: Req'd Provided Section Modulus: 59.97 in3 74.25 in3 Area(Shear): 26.63 in2 49.5 in2 Moment of Inertia(deflection): 104.28 in4 334.13 in4 Moment: 11994 ft-lb 14850 ft-lb Shear -4704 lb 8745 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 11111page Larry Widdifield Location:M32-MULT JSTS OVER FOYER StruCalc 9.0 Multi-Loaded Multi-Span Beam 1111111 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] r _Portland,OR 97210 (3)1.5 IN x 9.25 IN x 8.67 FT ? �°k #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By:65.3% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/2172 Dead Load 0.05 in Total Load 0.10 IN L/1042 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 839 lb 546 lb Dead Load 888 lb 680 lb 1 Total Load 1727 lb 1226 lb Bearing Length 0.61 in 0.44 in BEAM DATA Center Span Length 8.67 ft Unbraced Length-Top 0 ft A 8.67 ft B Unbraced Length-Bottom 8.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 80 plf #2-Douglas-Fir-Larch Uniform Dead Load 115 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 1139 psi Total Uniform Load 204 plf Cd=1.00 CF=1.10 Cr—i.15 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 692 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 492 lb Comp.1 to Grain: Fc- = 625 psi Fc- = 625 psi Location 2.5 ft Controlling Moment: 3683 ft-lb 2.69 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1586 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 38.82 in3 64.17 in3 Area(Shear): 13.21 in2 41.63 in2 Moment of Inertia(deflection): 68.37 in4 296.79 in4 Moment: 3683 ft-lb 6088 ft-lb Shear: 1586 lb 4995 lb NOTES page • Project:22122B-MITCHELL-PETERMAN(COMP ROOF) Larry Widdifield Location:M33-MULT JSTS OVER BR.4 CLOSET 1.1StruCalc 9.0 Multi-Loaded Multi-Span Beam im 2187 NW Reed St.Suite 100 o` [2015 International Building Code(2012 NDS)] _ �}*;,� % Portland,OR 97210 3.125 IN x 9.0IN x 6.33 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By:48.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1236 Dead Load 0.05 in Total Load 0.11 IN L/677 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1365 lb 1552 lb 2 Dead Load 1186 lb 1302 lb Total Load 2551 lb 2854 lb 1 Bearing Length 1.26 in 1.41 in BEAM DATA Center Span Length 6.33 ft - - - - Unbraced Length-Top 0 ft A 6.33 ft B Unbraced Length-Bottom 6.33 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.05 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 6 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 408 lb 1195 lb Cd=1.00 Dead Load 340 lb 795 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3.5 ft 4.25 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp. -to Grain: Fc--�= 650 psi Fc--1-'= 650 psi Load Number One Two Left Live Load 270 plf 80 plf Controlling Moment: 5684 ft-lb Left Dead Load 253 plf 115 plf 3.54 Ft from left support of span 2(Center Span) Right Live Load 270 plf 80 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 253 plf 115 plf Controlling Shear: -2714 lb Load Start 0 ft 4.25 ft At a distance d from right support of span 2(Center Span) Load End 4.25 ft 6.33 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4.25 ft 2.08 ft Comparisons with required sections: Req'd Provided Section Modulus: 28.42 in3 42.19 in3 Area(Shear): 15.36 in2 28.13 in2 Moment of Inertia(deflection): 67.34 in4 189.84 in4 Moment: 5684 ft-lb 8438 ft-lb Shear -2714 lb 4969 lb NOTES page Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 1111 Larry Widdifield Location: M7-BM OVER FRONT PORCH StruCalc 9.0 Multi-Loaded Multi-Span Beam 10.1 2187 NW Reed St.Suite 100 0= [2015 International Building Code(2012 NDS)] Portland,OR 97210 5.5 INx9.5INx7.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By:48.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2873 Dead Load 0.03 in Total Load 0.06 IN L/1366 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 755 lb 697 lb Dead Load 893 lb 844 lb Total Load 1648 lb 1541 lb Bearing Length 0.48 in 0.45 in w BEAM DATA Center Span Length 7 ft x: Unbraced Length-Top 0 ft A 7n g Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 90 plf #2-Douglas-Fir-Larch Uniform Dead Load 140 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 241 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 822 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 678 lb Comp.--to Grain: Fc- L= 625 psi Fc-l'= 625 psi Location 3.25 ft Controlling Moment: 4057 ft-lb 3.29 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1462 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 55.63 in3 82.73 in3 Area(Shear): 12.9 in2 52.25 in2 Moment of Inertia(deflection): 69.06 in4 392.96 in4 Moment: 4057 ft-lb 6032 ft-lb Shear: 1462 lb 5922 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page 111.1 Larry Widdifield Location:M8-DR HDR AT BR.4 StruCalc 9.0 Multi-Loaded Multi-Span Beam E. 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] J. ¢, t Portland,OR 97210 5.5 IN x 9.5 IN x 4.33 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By: 152.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5651 Dead Load 0.01 in Total Load 0.02 IN L/3287 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1286 lb 1286 lb Dead Load 925 lb 925 lb Total Load 2211 lb 2211 lb Bearing Length 0.64 in 0.64 in _ w BEAM DATA Center Span Length 4.33 ft Unbraced Length-Top 0 ft A 4.33 ft B Unbraced Length-Bottom 4.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 594 plf #2-Douglas-Fir-Larch Uniform Dead Load 416 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 1021 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.±to Grain: Fc-±= 625 psi Fc--1--'= 625 psi Controlling Moment: 2394 ft-lb 2.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1415 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 32.83 in3 82.73 in3 Area(Shear). 12.49 in2 52.25 in2 Moment of Inertia(deflection): 28.7 in4 392.96 in4 Moment: 2394 ft-lb 6032 ft-lb Shear: 1415 lb 5922 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 111111page Larry Widdifield Location: M2-BM OVER REAR OFFICE 9.0 Multi-Loaded Multi-Span Beam �■ 2187 NW Reed St.Suite 100 or [2015 International Building Code(2012 NDS)] f Portland,OR 97210 5.5 INx10.5INx12.83FT , 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM Section Adequate By: 15.3% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.30 IN L/506 Dead Load 0.25 in Total Load 0.56 IN L/277 Live Load Deflection Criteria: LJ360 Total Load Deflection Criteria:L/240 REACTIONS A B 1 2 Live Load 3931 lb 2817 lb a Dead Load 3210 lb 2307 lb miiiiimignii, 4 Total Load 7141 lb 5124 lb Bearing Length 2.00 in 1.43 in BEAM DATA Center —_- Span Length 12.83 ft A Unbraced Length-Top 0 ft A 12.83 ft B Unbraced Length-Bottom 12.83 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.25 1UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 316 plf Uniform Dead Load 256 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 585 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Cd-1.00 Live Load 950 lb 1099 lb Dead Load 665 lb 970 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1.17 ft 2.67 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp 1 to Grain: Fc-1= 650 psi Fc-12= 650 psi Load Number One Left Live Load 0 plf Controlling Moment: 17529 ft-lb Left Dead Load 0 plf 5.77 Ft from left support of span 2(Center Span) Right Live Load 127 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 86 plf Controlling Shear: 6691 lb Load Start 2.67 ft At a distance d from left support of span 2(Center Span) Load End 12.83 ft Created by combining all dead loads and live loads on span(s)2 Load Length 10.16 ft Comparisons with required sections: Req'd Provided Section Modulus: 87.65 in3 101.06 in3 Area(Shear): 37.88 in2 57.75 in2 Moment of Inertia(deflection): 460.23 in4 530.58 in4 Moment: 17529 ft-lb 20213 ft-lb Shear. 6691 lb 10203 lb NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page 11111 Larry Widdifield Location:M13-MAIN GARAGE BM. StruCalc 9.0 Multi-Loaded Multi-Span Beam II. 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _1, .,famcea._Portland,OR 97210 6.75 IN x 25.5 IN x 22.33 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 1 2/1 9/201 6 5:24:36 AM Section Adequate By: 8.9% Controlling Factor Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.31 IN L/877 Dead Load 0.21 in Total Load 0.51 IN L/523 Live Load Deflection Criteria: U600 Total Load Deflection Criteria:L/480 REACTIONS A B 2 Live Load 10949 lb 7331 lb 1 3 Dead Load 7249 lb 5138 lb Total Load 18198 lb 12469 lb Bearing Length 4.15 in 2.84 in BEAM DATA Center Span Length 22.33 ft -- Unbraced Length-Top 0 ft A 22.33 ft B Unbraced Length-Bottom 22.33 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.21 UNIFORM LOADS Center Uniform Live Load 250 plf Notch Depth 0.00 Uniform Dead Load 94 plf MATERIAL PROPERTIES Beam Self Weight 37 plf 24F-V4-Visually Graded Western Species Total Uniform Load 381 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three Fb cmpr= 1850 psi Fb'= 2152 psi Live Load 2463 lb 4949 lb 1614 lb Cd=1.00 Cv=0.90 Dead Load 1904 lb 3393 lb 1406 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.67 ft 11.17 ft 12 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Three Four Left Live Load 579 plf 202 plf 156 plf 25 plf Controlling Moment: 106401 ft-lb Left Dead Load 394 plf 86 plf 186 plf 77 plf 11.16 Ft from left support of span 2(Center Span) ' Right Live Load 578 plf 202 plf 156 plf 25 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 394 plf 86 plf 186 plf 77 plf Controlling Shear: 15477 lb Load Start 0 ft 2.67 ft 11.17 ft 12.17 ft Ata distance d from left support of span 2(Center Span) Load End 2.67 ft 11.17 ft 12.17 ft 22.33 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2.67 ft 8.5 ft 1 ft 10.16 ft Comparisons with required sections: Req'd Provided Section Modulus: 593.31 in3 731.53 in3 Area(Shear): 87.61 in2 172.13 in2 Moment of Inertia(deflection): 8568.02 in4 9327.02 in4 Moment: 106401 ft-lb 131190 ft-lb Shear: 15477 lb 30409 lb NOTES page Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 11111 Larry Widdifield Location:FT1-FOOTING AT SIDE GARAGE StruCalc 9.0 Footing IIIIII 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _Portland,OR 97210 Footing Size:3.17 FT x 3.17 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. ENV/(5)min. StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.17 ft Length: L= 3.17 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: • Ultimate Bearing Pressure: Qu= 1241 psf sin Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 9.24 sf Area Provided: A= 10.05 sf Baseplate Bearing: Bearing Required: Bear= 17895 lb 12in Allowable Bearing: Bear-A= 99450 lb C) Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 5067 lb 3 in Allowable Beam Shear: Vc1 = 23537 lb 3.17 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 15384 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 7331 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 5138 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 12469 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load' Pu= 17895 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 971 lb Factored Moment: Mu= 85092 in-lb Nominal Moment Strength: Mn= 417851 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.73 in Steel Required Based on Moment: As(1)= 0.19 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.82 in2 Controlling Reinforcing Steel: As-reqd= 0.82 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 16.02 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES page Project:22122B-MITCHELL-PETERMAN(COMP ROOF) ME Larry Widdifield Location:FT2-FOOTING AT FRONT GARAGE StruCalc 9.0 Footing IBM 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] % Portland,OR 97210 Footing Size:2.83 FT x 2.83 FT x 12.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C. E/W/(4)min. StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.83 ft Length. L= 2.83 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: I- s'" Ultimate Bearing Pressure: Qu= 1162 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.9 sf Area Provided: A= 8.01 sf Baseplate Bearing: 12 in Bearing Required: Bear= 13211 lb Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 3396 lb Allowable Beam Shear: Vol = 21013 lb Punching Shear Calculations(Two Way Shear): 2.83 ft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 10885 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 5098 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 4212 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 9310 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 13211 lb Bending Calculations: Weight to resist uplift wl 1.5 F.S.: U.R.= 774 lb Factored Moment: Mu= 56082 in-lb Nominal Moment Strength: Mn= 335884 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.65 in Steel Required Based on Moment: As(1)= 0.13 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.73 in2 Controlling Reinforcing Steel. As-reqd= 0.73 in2 Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.98 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 1111page Larry Widdifield • Location:FT3-FOOTING AT GARAGE BY BATH StruCalc 9.0 Footing Ern 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _ , Portland,OR 97210 Footing Size:4.33 FT x 4.33 FT x 12.00 IN Reinforcement.#4 Bars @ 9.00 IN.O.C. EMI/(6)min. StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 4.33 ft Length: L= 4.33 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1244 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 17.28 sf I- sin Area Provided: A= 18.75 sf Baseplate Bearing: Bearing Required: Bear= 33493 lb Allowable Bearing: Bear-A= 99450 lb 12in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 11429 lb I 3 in Allowable Beam Shear Vc1 = 32150 lb a.33 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 30974 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 13766 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 9556 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 23322 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 33493 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 1812 lb Factored Moment: Mu= 217536 in-lb Nominal Moment Strength: Mn= 504234 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.64 in Steel Required Based on Moment: As(1)= 0.50 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 1.12 in2 Controlling Reinforcing Steel: As-reqd= 1.12 in2 Selected Reinforcement: #4's @ 9.0 in. o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 22.98 in NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page Larry Widdifield Location:FT4-FOOTING AT REAR GARAGE BY UTILITY StruCalc 9.0 Footing IKE 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _ r Portland,OR 97210 Footing Size:2.83 FT x 2.83 FT x 12.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C. E/W/(4)min. StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.83 ft Length: L= 2.83 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: f-- sin Ultimate Bearing Pressure: Qu= 1225 psf _-- Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.27 sf Area Provided: A= 8.01 sf Baseplate Bearing: 12 in Bearing Required: Bear= 14060 lb Allowable Bearing: Bear-A= 99450 lb c, o Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 3614 lb Allowable Beam Shear: Vc1 = 21013 lb Punching Shear Calculations(Two Way Shear): 2.83 ft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 11584 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 5726 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 4082 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 9808 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 14060 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 774 lb Factored Moment: Mu= 59685 in-lb Nominal Moment Strength: Mn= 335884 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.65 in Steel Required Based on Moment: As(1)= 0.13 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.73 in2 Controlling Reinforcing Steel: As-reqd= 0.73 in2 Selected Reinforcement: #4's @ 9.0 in.o.c e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.98 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page 111111 Larry Widdifield Location: FT5-FOOTING UNDER UTILITY StruCalc 9.0 Footing EN 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _ , Portland,OR 97210 Footing Size:2.67 FT x 2.67 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(4)min. StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.67 ft Length: L= 2.67 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS 1--6 in Bearing Calculations: Ultimate Bearing Pressure: Qu= 1221 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.45 sf Area Provided: A= 7.13 sf Baseplate Bearing: 12 in Bearing Required: Bear= 12565 lb Allowable Bearing: Bear-A= 99450 lb e _s Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 3047 lb Allowable Beam Shear: Vc1 = 19825 lb Punching Shear Calculations(Two Way Shear): 2.67 rt Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 10080 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 5292 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3415 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 8707 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 12565 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 689 lb Factored Moment: Mu= 50324 in-lb Nominal Moment Strength: Mn= 335055 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.69 in Steel Required Based on Moment: As(1)= 0.11 in2 Min. Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.69 in2 Controlling Reinforcing Steel As-reqd= 0.69 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.02 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page Ea Larry Widdifield Location:FT6-FOOTING UNDER MASTER BATH StruCalc 9.0 Footing 1111111 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] Portland,OR 97210 Footing Size:2.83 FT x 2.83 FT x 12.00 IN J � Reinforcement.#4 Bars @ 9.00 IN.O.C. E/W/(4)min. StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.83 ft Length: L= 2.83 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS 1— 6 in Bearing Calculations: Ultimate Bearing Pressure: Qu= 1287 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.64 sf Area Provided: A= 8.01 sf Baseplate Bearing: 12 in Bearing Required: Bear= 14898 lb Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): Beam Shear. Vu1 = 3830 lb 3 in Allowable Beam Shear: Vc1 = 21013 lb Punching Shear Calculations(Two Way Shear): 2.83 ft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 12275 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 6318 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3991 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 10309 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 14898 lb Bending Calculations: Weight to resist uplift wl 1.5 F.S.: U.R. = 774 lb Factored Moment: Mu= 63242 in-lb Nominal Moment Strength: Mn= 335884 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.65 in Steel Required Based on Moment: As(1)= 0.14 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.73 in2 Controlling Reinforcing Steel: As-reqd= 0.73 in2 Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.98 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page 1111 Larry Widdifield Location: FT7-FOOTING UNDER DINING StruCalc 9.0 Footing EN 2187 NW Reed St.Suite 100 ar [2015 International Building Code(2012 NDS)] _Portland,OR 97210 Footing Size:3.5 FT x 3.5 FT x 12.00 IN — � Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1307 psf s.n Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 11.86 sf —Area Provided: A= 12.25 sf Baseplate Bearing: Bearing Required: Bear= 23037 lb 12 in Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 6993 lb 3In Allowable Beam Shear Vc1 = 25988 lb Punching Shear Calculations(Two Way Shear): 3.5 ft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 20385 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 9544 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 6472 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 16016 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 23037 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1184 lb Factored Moment: Mu= 120943 in-lb Nominal Moment Strength: Mn= 419670 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.66 in Steel Required Based on Moment: As(1)= 0.27 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.91 in2 Controlling Reinforcing Steel: As-reqd= 0.91 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 18 in NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page is Larry Widdifield Location:FT8-FOOTING UNDER MASTER CLOSET StruCalc 9.0 Footing Ell 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _ +: Portland,OR 97210 Footing Size:2.67 FT x 2.67 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(4)min. StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.67 ft Length: L= 2.67 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS 1-6 in Bearing Calculations: Ultimate Bearing Pressure: Qu= 1206 psf — Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.37 sf Area Provided: A= 7.13 sf Baseplate Bearing: 12 in Bearing Required: Bear= 12546 lb Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): '3 i Beam Shear: Vu1 = 3043 lb Allowable Beam Shear: Vc1 = 19825 lb 2.67 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 10064 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 5577 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3019 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 8596 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 12546 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 689 lb Factored Moment: Mu= 50247 in-lb Nominal Moment Strength: Mn= 335055 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.69 in Steel Required Based on Moment: As(1)= 0.11 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.69 in2 Controlling Reinforcing Steel: As-reqd= 0.69 in2 Selected Reinforcement: #4's @ 8.0 in. c.c. e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.02 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 11 page Larry Widdifield Location:FT9-FOOTING UNDER KITCHEN StruCalc 9.0 Footing 2187 NW Reed St.Suite 100 or [2015 International Building Code(2012 NDS)] Portland,OR 97210 Footing Size:3.67 FT x 3.67 FT x 12.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.2_5 12/19/2016 5:24:37 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.67 ft Length: L= 3.67 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1210 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I— 6 in — Required Footing Area: Areq= 12.08 sf ----- —-- --Area Provided: A= 13.47 sf Baseplate Bearing: Bearing Required: Bear= 23580 lb 12 in Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 7373 lb 3 in Allowable Beam Shear Vc1 = 27250 lb Punching Shear Calculations(Two Way Shear): 3.67 ft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 21111 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 10044 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 6258 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 16302 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 23580 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1302 lb Factored Moment: Mu= 129808 in-lb Nominal Moment Strength: Mn= 420480 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.63 in Steel Required Based on Moment: As(1)= 0.29 in2 Min. Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.95 in2 Controlling Reinforcing Steel: As-regd= 0.95 in2 Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 19.02 in NOTES Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page IIIMI Larry Widdifield Location:FT10-FOOTING UNDER OFFICE StruCalc 9.0 Footing 1111111 2187 NW Reed St.Suite 100 0; [2015 International Building Code(2012 NDS)] % Portland,OR 97210 Footing Size:3.17 FT x 3.17 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. ENV/(5)min. StruCalc Version 9.0.2 5 12/19/2016 5:24:37 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.17 ft Length. L= 3.17 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1283 psf H s in Effective Allowable Soil Bearing Pressure: Qe= 1350 psf 1 Required Footing Area: Areq= 9.55 sf Area Provided: A= 10.05 sf Baseplate Bearing: Bearing Required: Bear= 18503 lb 12 in Allowable Bearing: Bear-A= 99450 lb n Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 5239 lb I 3"' Allowable Beam Shear: Vc1 = 23537 lb 3.17 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 15907 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 7591 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 5298 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 12889 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 18503 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 971 lb Factored Moment: Mu= 87983 in-lb Nominal Moment Strength: Mn= 417851 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.73 in Steel Required Based on Moment: As(1)= 0.20 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.82 in2 Controlling Reinforcing Steel: As-reqd= 0.82 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 16.02 in NOTES